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Home My WebLink AboutSouth Fontana Master Drainage Plan Vol 1CITY OF FONTANA SOUTH FONTANA MASTER DRAINAGE PLAN MASTER PLAN DRAINAGE STUDY FOR EMPIRE CENTER AREA FACILITIES: Pl, P2, P3, DZ -1, DZ -2, DZ -2A, DZ -3, DZ -4, DZ -5, DZ -6, & DZ -7 c VOLUME NO.1 PREPARED FOR: THE CITY OF FONTANA STEVEN NAWAR, P.E. - PROJECT MANAGER PREPARED BY: HALL & FOREMAN, INC. 43513 RIDGE PARK DRIVE TEMECULA, CA 92590 (951) 676-6726 GERALD J. BARIL, P.E. - PROJECT MANAGER HERMAN HOVAGIMYAN, P.E. - PROJECT ENGINEER JANUARY 2005 ARMED JN 04339 Awl SN �/VPir m TABLE OF CONTENTS VOLUME NO. I ❑ INTRODUCTION ❑ OVERVIEW AND DISCUSSION ❑ FINDINGS ❑ RECOMMENDATIONS APPENDICES 1. 100 - YEAR AMC 3 HYDROLOGY ❑ HYDROLOGIC DATA ❑ Q-100 SUMMARY W/O DETENTION ❑ Q-100 SUMMARY W/DETENTION ❑ HYDROLOGY CALCULATIONS ❑ HYDRAULIC CALCULATIONS • DECLEZ CHANNEL W/O DETENTION • JURUPA RCB W/O DETENTION • DECLEZ CHANNEL W/DETENTION • JURUPA RCB W/DETENTION 2. 100 -YEAR AMC 2 HYDROLOGY ❑ Q-100 SUMMARY W/O DETENTION ❑ HYDROLOGY CALCULATIONS ❑ HYDRAULIC CALCULATIONS • DECLEZ CHANNEL • JURUPA RCB VOLUME NO.2 APPENDICIES 3. 25 - YEAR AMC 2 HYDROLOGY ❑ Q-25 SUMMARY W/O DETENTION ❑ HYDROLOGY CALCULATIONS ❑ HYDRAULIC CALCULATIONS • DECLEZ CHANNEL • JURUPA RCB • SIERRA AVENUE LINE DZ -3 (REACHES A, B, C, & D • JURUPA RCB 4. MASTER DRAINAGE PLAN UPDATES ❑ SUMMARY ❑ HYDRAULIC CALCULATIONS INTRODUCTION Hall & Foreman, Inc. was retained by the City of Fontana, Community Development Department, to conduct a hydrology and hydraulic study for the 1,700 -acre Empire Center in south Fontana. The purpose of this study is to evaluate the hydraulic capacity of the existing Jurupa Avenue reinforced concrete box (RCB) storm drain, existing Declez Channel, and the existing Sierra Avenue storm drain; based on an updated hydrology study to reflect the currently adopted Land Use Plan for the City of Fontana. This purpose of the study also includes evaluating the capacity of proposed Master Drainage Plan (MDP) facilities. The results of this study may be used to update the MDP, including Drainage Fees, adopted by the City in 1992. Adopted Land use changes in this 1,700 -acre watershed have greatly increased the runoff. For example, agriculture is now industrial and school is now single family. Consequently, several existing and proposed MDP storm drain facilities are no longer adequate to provide the adopted level of flood protection during the 25 -year and 100-year flood events. Providing the required level of protection will also necessitate extending MDP facilities further upstream in the watershed. OVERVIEW AND DISCUSSION The existing MDP is based on a Rational Method runoff model for the 25 -year and 100 - year storm events. This study utilized Civildesign's Rational Method and Unit Hydrograph runoff computer software for those events. Unit hydrograph studies were also conducted for the Jurupa Avenue RCB, which has a tributary drainage area of more than one square mile. Unit hydrograph models are generally used for areas of one square mile or more. However, since the original MDP used the Rational Method, that methodology was retained for this study. Additionally, the unit hydrograph model resulted in higher runoff values. Design of the recommended detention basin for relief of the Jurupa RCB should be based on a unit hydrograph model that is calibrated to match the peak 100 -year rational model runoff determined in this study. 1 An independent hydrology study was prepared based on the City's adopted Land Use Plan. Subareas were defined on the basis of land use and logical development based on the topography and street patterns. The level of protection criteria for establishing the need for MDP facilities is to maintain Q-25 within top of curb, Q-100 within right-of- way, and one 10 -foot dry lane for the Q-10 on arterial highways. Facilities designed for less than the 100 -year event must still provide 100 -year level of protection. In that case, the street section must be able to carry the differential between the 100 -year and the design storm selected for the drain. Soil classifications were taken from the San Bernardino County Hydrology Manual. The soil classification is primarily Type B, with limited areas of Type A. Group B soils have a moderate rate of infiltration and runoff, and group A has high infiltration rates and low runoff potential. Soil Groups C and D produce the maximum runoff. Antecedent Moisture Condition (AMC) 2 and 3 were used for the 100 -year storm event. AMC 2 was used for the 25 -year event. ?010- Civildesign's WSPGW computer software version of Los Angeles County's WSPG 1#40'' (Water Surface Pressure Gradient) program was used for the hydraulic analysis of Declez Channel, Jurupa RCB, and the Sierra Avenue existing MDP facilities. A Manning's "n" value of 0.013 was used for the hydraulic analyses of these facilities. FINDINGS 1. The existing RCB in Jurupa Avenue is deficient for the 100 -year storm event. 2. The existing Sierra Avenue storm drain system is adequate, based on construction of the Sierra Avenue Detention Basin recommended in this Report. The basin will lower the hydraulic grade line in the Jurupa RCB to an elevation that will be compatible with the existing Sierra system. 3. Declez Channel is adequate, based on construction of the Sierra Avenue Detention '"'~ Basin recommended in this Report. The resulting water surface elevation in the Oil channel is slightly above the extended channel walls constructed with the Oleander wr drain. However, this is not a significant issue when the available storage in the extensive upstream drainage facilities, and the short duration of this event are taken into consideration. 4. The adopted Master Drainage Plan requires upsizing, extensions upstream, and the addition of a new facility in Cypress Avenue. 5. Current City Policy requires land developers to provide a storm drain system designed to pickup and convey the 100 -year storm event. This policy is in conflict with the criteria established for the Master Drainage Plan. The MDP criteria are essentially in conformance with FEMA regulations for providing 100 -year level of protection. This level of protection criteria can be achieved with either a 100 -year or 25 -year storm drain design. The MDP systems include both 25 -year and 100 -year systems to achieve these criteria. RECOMMENDATIONS 1. Construct a Regional Detention Basin adjacent to Sierra Avenue to provide relief for the Jurupa Avenue RCB. 2. The peak 100 -year discharge from the Sierra Detention Basin shall be a maximum of 450 cubic feet per second. The hydraulic grade line control for the basin outlet pipe shall be the soffit elevation at the connection to the Jurupa RCB. 3. Consideration should be given for multiple use of the recommended Sierra Regional Detention Basin. Design options could include water quality, and recreational uses in addition to detention. 3 "..., 4. Revise the existing MDP facilities listed below to incorporate the findings of this ''O' study: Line DZ — 2A (1) Upsize 500 feet of 42 -inch MDP to 48 -inch. (2) Upsize 650 feet of 39 -inch MPD to42-inch upstream (U/S) of the 48 -inch. Line DZ — 4 (1) Upsize 660 feet of 36 -inch MPD to 42 -inch in Juniper Avenue. Line DZ — 4A (New Facility in Cypress Avenue) (1) Add 750 feet of 42 -inch MPD from the Jurupa Avenue RCB U/S. (2) Add 660 feet of 36 -inch MPD U/S from the 42 -inch. Line DZ — 5 (1) Upsize 1,720 feet of MDP 84 -inch to 96 -inch from Jurupa Avenue U/S. (2) Upsize 990 feet of MDP 84 -inch to 90 -inch U/S from 96 -inch to Santa Ana Avenue. (3) Upsize 1,650 feet of MDP 39 -inch to 48 -inch U/S from Santa Ana Avenue. (4) Extend 48 -inch MDP 1,000 feet U/S to Slover Avenue. Line DZ — 6 (1) Upsize 660 feet of MDP from 39 -inch to 54 -inch U/S of Santa Ana Avenue. (2) Upsize 990 feet of MPD from 39 -inch to 48 -inch U/S of 54 -inch. (3) Extend MDP 990 feet U/S with 42 -inch to Slover Avenue. Line DZ — 7 (1) Upsize 660 feet of MDP from 42 -inch to 54 -inch U/S of Santa Ana Avenue. (2) Extend 990 feet of MDP from 42 -inch to 48 -inch U/S of 54 -inch. (3) Extend MDP 990 feet U/S with 42 -inch to Slover Avenue. 2 IOU, 5. Revise the Master Drainage Plan Fees to reflect the changes recommended in this Study. 6. City Staff review Master Drainage Plan design criteria and develop a policy consistent with City land development requirements for storm drains. 7. Obtain City Council approval and adoption of Master Drainage Plan criteria as recommended by City Staff. 8. Update the entire Master Drainage Plan for South Fontana to reflect the currently adopted City Land Use Plan and City Policy on design criteria. 5 HYDROLOGY r.�. I _ - cI CORAMrE WR: _: NK I „ VALENCIA AV r .r:AE•at .. � - �=_• _ _. .ORAMCiE--� -- -- W - - NNITTRAN n. 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( \ 1 I `f'.' y4ajlel�!wu 1` tL R _ ..� ' i 1 (311G T^p •p^` ;M1'•, .r . � 1 1 ,NA y ms rr.=; NA 01 4 L lE ua• �.,: / ... y 6ItY � ��• _ _ ._. I u 5 TOPIC CT NOUN YT1 S 1 ... .� A1r1 l r 1 I ff .. N SCr� ¢. A, 8r, • Sr4Y,l ERSIDE a VIGINITY MAP- 1A /T1/ r 64,N. P -P-li JON -�, / \ , ', (,: . ��', '• i.' , i I i 4' 2P•Z72 4 P4 to 4 - -A, 'x4 - CL - A, IL m k0•l, !)A ;l' 1�h Z&V �X Ai, .7 7. V - L A rl?t WE 1 1 A� "TIP 15 1 ..... ..... .. ..... ..... X.1 r j V I III r LJ i Iv, V., Ito go T Tf r N L 1000 900 800 700 72 9 - OE c 400 o � 350 0 300 c 0 250 J_ t a J 200 150 Tc' 100 90 80 70 z 60 --... . 50 35 30 25 LIMITATIONS 1. Maximum length =1000 Feet Tc 2. Maximum area : 10 Acres (m6_1 - - a H 6. Y N $ 300 ' Q a 200 . - ... _ --- 7- 0 N Eo t 1000 60 CC 40 30 9 CL 0 o c 20 ; 10 c a s e K 3 Undeveloped 0 2 12 Good Cover' o Undeveloped r - 0 c 1.80 13 Fair Cover .6 14 Undeveloped_ Undeveloped 0 .3 `Zl 15 20 Poor Cover 110 o ,2 16 19 18 Single Family b 17 17 (5-7 DU/AC) m� 18 16 19 Commercial 15 (Paved) 90 u KE- 20 14 13 L -H -Tc -K -Tc w 12 11 / � 25 .10 P1 Development 9 80- Apartment 75- Mobile Home 30 8 65- Condominium 60 -Single Family -5,000 ft 2 Lot T 40- Single Family -1/4 Acre Lot 35 20- Single Family -I Acre Lot 6 10 - Single Family -21/2 Acre Lot 40 EXAMPLE, - .5 ( I ) L= 55d, H= 5.0', K= Single Family (5-7 DU/AC) Development, Tc=12.6 min. (2) L= 55d, H= 5.0', K= Commercial 4 Development, Tc=9.7 min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL D-4 a 0 ti In C E a 0 O m O E ii 0 E F Figure D-1 Ll c !WA ONTAN TIS R R6w R5W f4 N T tot.— A LMA, L L T WeST 4- CHINO Nil su wff ir 6C i 5 2 4— f . _* 9 o —\4 —i :4 T3N I RSIDE '3 -T— 7 s I. 22 �a\2 29 It, prof- •7" -4- R4W 1.3 t 1.3 J T2N VALLEY AREA R5vr. T3S — A 10 YVI. O.W SAN BERNARDO • 4 A '.7 4 5 NROWR7W . R6 HYDROLOGY MANUSa . * * .............................. 13-3 ILI -1 Tj Al TA c !WA ONTAN TIS tot.— LMA, AW TE*Rr I CHINO Nil T2S — I RSIDE 7 •7" R4W t VALLEY AREA R5vr. T3S — 1,4�ONTROL� 10 YVI. O.W SAN BERNARDO • 4 A '.7 4 5 NROWR7W . R6 HYDROLOGY MANUSa . * * .............................. 13-3 �__.►� J � , _ o Moil LJ I—milb, iii hL AF/Epm1� H IW m - J� ! IDE �/ I �� .... 7 R5 4 � I I_ R 7 W I � � ..�,., R• ]a I I� 41,115 ' -- _ -- - six I ' an i I 1 I I l0 2• I I ir —ML , 11 16 IS I] V b• 9 I 2G1- I 22 I\ �r`' I — 610 I9 to 12 YT SAN eNT^NI 11.0 ^ uou 1 rim — �— — — — — — — f— *! �� — 4: — — 2N —.-7.•�! r. ,e,.•• E VTLE 'lul I I 1 �� \ T I LcR26�Rv L• *:. I I r jA I �V VLAWONGA RE e. _ _ — : 1 i D LO - 1 - `rel TA NA, 3LO 3 i r•. UPLAND• 4Y ••I i I C a * =}ice,__ .:.+''"'• •� �- FON TAN � 6 I y. i• . I •€ - TIS 3.3 ONTAR103, A. ce 3.0,1 .I\> CRE ..ILI nh..•i I �\ r CHINO h_ I r i +— T2s d. I ER IDE 3. ' +- L --, r —r i R4W r r: il�yls IL 1 UI I — I I r --I - SII � { - -- - VALLE AREA aaeo'o _ L000 CONTROL BASIN I 4-- —1 I ' . -R5W I '�� 7 Q• �O HR. sSAY Y _ 4 SAN BERNARM c A ;1]a Rew - R -- Rsw HYDROLOGY MANUS , B-5 —_ ...... ! Utu Mill RIPENI WE RE a aa•1A.1 Em" YuRmm mu.sM affirm vexes " f =T sua-un 1Y. 3s,5' SL0vi JtAPIQR A f•1 Z Y /�-�!� $*CY w = 32' D�n4K=1.2 CURB AND curry sru si- (sa ut�xs a) (= m iia smcrut— (= stn. 101) TYPICAL SECTION 0.94' WITH RAISED MEDIAN 5 lE-CQA lA ST, 39' u1 &Y Io � q1t . (p C_ R .96 1:'LY amu . a.92 ('Y�(,tME'i C�' C° `{Pt2rzS5 T%d0c 42 120' 6o• N CURB In cur= TYPICAL SECTION smfrmt— (su so. 109) WITH CONTINUOUS LEFT TURN LANE NOTES: 1. STRUCTURAL SECTION OF ROADWAY SHALL BE DETERMINED FROM SOILS TESTS AND SO INDICATED ON CONSTRUCTION PLANS. 2. DRAINAGE FACILITIES SHALL BE PROVIDED TO DEWATER RAISED MEDIAN AREAS. 3. TEN FEET (10') SHOULDER AREAS MAY BE DESIGNATED AS A BIKE LANE AND EMERGENCY PARKING ONLY. 4. IRRIGATION SYSTEM IN MEDIAN AREA SHALL BE DRIP OR BUBBLE SYSTEM. SAN BERNARD I NO COUNTY ROAD DEPARTMENT MAJOR ARTERIA L ,f%mw. I KEN MILLER 100 B DIRECTOR OF TRANSPORTATION CHINO HILLS SPECIFIC PLAN AREA 9 @4 /W R/ 60' 3e 30' 12' 18' 1 10S 12.5' S 5' 5.5 12.5' 10.5' 4' z zSLOPE1 f A B. C O — 0 S L O P / _LEVEL UNE /s 1 �- -2.0% SEE NOTES o + SIDEWALK CURB 6 GUTTER I 1 I M TYPICAL SECTION ALTERNATE SIDEWALK LEVEL (IF SHOWN ON PLAN) A LEVEL (LINE C �- 3.0 /o TYPICAL SECTION TILT �� 8 CURB LEVEL TILT 6" CURB LEVE' TILT A B C D 0.00' 0.33' 0.22' 033',* 0.44' 0.65 0.50' 0.33' 0.00 0.15 0.05' 0.16' 0.44' 0.49' 0.33' 1 0.16' 10 W 1 NOTE I. STRUCTURAL SECTION OF ROADWAY SHALL BE DETERMINED FROM SOILS TESTS AND SO INDICATED ON CONSTRUCTION PLANS. 2. MINIMUM DESIGN PAVING THICKNESS SHALL BE 0.20' ASPHALT CONCRETE. 3. CONSTRUCTION OUTSIDE R/W WILL REQUIRE SLOPE EASEMENTS 4 WHEN PREPARING SU13GRADE FOR PAVINP, CENTERLINE CROWN ON THE "LEVEL SECTION" SHALL BE RELOCATED EITHER LEFT OR RIGHT 0.50 TO MATCH CROWN BREAK M PAVING MACHINE. SAN BERNAROINO COUNTY ROAD DEPARTMENT John R. 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Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 1085.300(Ft.) Bottom (of initial area) elevation = 1080.300(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00625 s(%)= 0.63 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.480 min. Rainfall intensity = 2.931(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 13.203(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.264(In/Hr) 0.264(In/Hr) year storm is C = 0.819 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1080.300(Ft.) End of street segment elevation = 1076.600(Ft.) 10( l02 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 16.500(Ac.) Runoff from this stream = 35.920(CFS) Time of concentration = 20.98 min. Rainfall intensity = 2.536(In/Hr) Area averaged loss rate (Fm) = 0.1173(In/Hr) Area averaged Pervious ratio (Ap) = 0.2667 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 115.000 **** INITIAL AREA EVALUATION **** Length of street segment = 730.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 26.406(C FS) Depth of flow = 0.535(Ft.), Average velocity = 2.705(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.71(Ft/s) Travel time = 4.50 min. TC = 20.98 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.536(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.858 Subarea runoff = 22.717(CFS) for 11.000(Ac.) Total runoff = 35.920(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 16.50(Ac.) Area averaged Fm value = 0.117(In/Hr) Street flow at end of street = 35.920(CFS) Half street flow at end of street = 17.960(CFS) Depth of flow = 0.585(Ft.), Average velocity = 3.057(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 16.500(Ac.) Runoff from this stream = 35.920(CFS) Time of concentration = 20.98 min. Rainfall intensity = 2.536(In/Hr) Area averaged loss rate (Fm) = 0.1173(In/Hr) Area averaged Pervious ratio (Ap) = 0.2667 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 115.000 **** INITIAL AREA EVALUATION **** 103 COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1093.600(Ft.) Bottom (of initial area) elevation = 1084.400(Ft.) Difference in elevation = 9.200(Ft.) Slope = 0.00920 s(%)= 0.92 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.306 min. Rainfall intensity = 3.493(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.889 Subarea runoff = 17.071(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1084.400(Ft.) 001ft- End of street segment elevation = 1076.600(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 27.934(CFS) Depth of flow = 0.478(Ft.), Average velocity = 3.738(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.146(Ft.) Flow velocity = 3.74(Ft/s) Travel time = 2.68 min. TC = 14.98 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 ` Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044 (In/Hr) Rainfall intensity = 3.104(In/Hr) for a 100.0 year storm 104 Effective runoff coefficient used for area,(total area with modified ,^ rational method)(Q=KCIA) is C = 0.887 Subarea runoff = 17.352(CFS) for 7.000(Ac.) Total runoff = 34.423(CFS) Effective area this stream = 12.50(Ac.) Total Study Area (Main Stream No. 1) = 29.00(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 34.423(CFS) Half street flow at end of street = 17.211(CFS) Depth of flow = 0.507(Ft.), Average velocity = 3.992(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.500(Ac.) Runoff from this stream = 34.423(CFS) Time of concentration = 14.98 min. Rainfall intensity = 3.104(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 35.920 20.98 2.536 2 34.423 14.98 3.104 Qmax(1) _ 1.000 * 1.000 * 35.920) + 0.814 * 1.000 * 34.423) + = 63.956 Qmax(2) _ 1.235 * 0.714 * 35.920) + 1.000 * 1.000 * 34.423) + = 66.096 Total of 2 streams to confluence: Flow rates before confluence point: 35.920 34.423 Maximum flow rates at confluence using above data: 63.956 66.096 Area of streams before confluence: 16.500 12.500 Effective area values after confluence: 29.000 24.284 Results of confluence: Total flow rate = 66.096(CFS) Time of concentration = 14.982 min. Effective stream area after confluence = 24.284(Ac.) Stream Area average Pervious fraction(Ap) = 0.195 Stream Area average soil loss rate(Fm) = 0.086(In/Hr) Study area (this main stream) = 29.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 52.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 109 !� Upstream point/station elevation = 1069.600(Ft.) Downstream point/station elevation = 1061.900(Ft.) Pipe length = 650.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 66.096(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 66.096(CFS) Normal flow depth in pipe = 24.87(In.) Flow top width inside pipe = 37.49(In.) Critical Depth = 31.05(In.) Pipe flow velocity = 11.84(Ft/s) Travel time through pipe = 0.91 min. Time of concentration (TC) = 15.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 52.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 24.284(Ac.) Runoff from this stream = 66.096(CFS) Time of concentration = 15.90 min. Rainfall intensity = 2.995(In/Hr0857(In/Hr) Area averaged loss rate (Fm) _ Area averaged Pervious ratio (Ap) = 0.1948 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 0.044 (In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1076.000(Ft.) Bottom (of initial area) elevation = 1071.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.888 Subarea runoff = 14.410(CFS) 5.000(Ac.) Total initial stream area = Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station 119.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1071.000(Ft.) 164. End of street segment elevation = 1068.900(Ft.) ** Length of street segment = 420.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 28.820(CFS) Depth of flow = 0.550(Ft.), Average velocity = 2.789(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.79(Ft/s) Travel time = 2.51 min. TC = 16.41 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.939(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.887 Subarea runoff = 24.667(CFS) for 10.000(Ac.) Total runoff = 39.077(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 44.00(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 39.077(CFS) Half street flow at end of street = 19.538(CFS) Depth of flow = 0.602(Ft.), Average velocity = 3.147(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.000 to Point/Station 119.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 15.000(Ac.) Runoff from this stream = 39.077(CFS) Time of concentration = 16.41 min. Rainfall intensity = 2.939(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (AP) = 0.1000 Summary of stream data: r� Stream Flow rate TC Rainfall Intensity -No. (CFS) (min) (In/Hr) 1 66.096 15.90 2.995 2 39.077 16.41 2.939 Qmax(1) _ 1.000 * 1.000 * 66.096) + 1.020 * 0.969 * 39.077) + = 104.688 Qmax(2) _ 0.980 * 1.000 * 66.096) + 1.000 * 1.000 * 39.077) + = 103.882 Total of 2 streams to confluence: Flow rates before confluence point: 66.096 39.077 Maximum flow rates at confluence using above data: 104.688 103.882 Area of streams before confluence: 24.284 15.000 Effective area values after confluence: 38.813 39.284 Results of confluence: Total flow rate = 104.688(CFS) Time of concentration = 15.896 min. Effective stream area after confluence = 38.813(Ac.) Stream Area average Pervious fraction(Ap) = 0.159 Stream Area average soil loss rate(Fm) = 0.070(In/Hr) Study area (this main stream) = 39.28(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1061.900(Ft.) Downstream point/station elevation = 1059.400(Ft.) Pipe length = 500.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 104.688(CFS) Given pipe size = 42.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 5.669(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 5.412(Ft.) Minor friction loss = 2.758(Ft.) K -factor = 1.50 Pipe flow velocity = 10.88(Ft/s) Travel time through pipe = 0.77 min. Time of concentration (TC) = 16.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 53.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 38.813(Ac.) Runoff from this stream = 104.688(CFS) Time of concentration = 16.66 min. Rainfall intensity = 2.912(In/Hr) Area averaged loss rate (Fm) = 0.0698(In/Hr) Area averaged Pervious ratio (Ap) = 0.1586 N 107 N 8 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 121.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1072.000(Ft.) Bottom (of initial area) elevation = 1067.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 15.851(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) 0.044(In/Hr) year storm is C = 0.888 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 122.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1067.000(Ft.) End of street segment elevation = 1064.700(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.548(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.81(Ft/s) Travel time = 2.67 min. TC = 16.57 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 28.820(CFS) 2.808(Ft/s) lob 1°1 SCS curve number for soil(AMC 2) = 56.00 10"IN Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.921(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.886 Subarea runoff = 21.698(CFS) for 9.000(Ac.) Total runoff = 37.549(CFS) Effective area this stream = 14.50(Ac.) Total Study Area (Main Stream No. 1) = 58.50(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 37.549(CFS) Half street flow at end of street = 18.775(CFS) Depth of flow = 0.592(Ft.), Average velocity = 3.119(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 14.500(Ac.) Runoff from this stream = 37.549(CFS) Time of concentration = 16.57 min. Rainfall intensity = 2.921(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 104.688 16.66 2.912 2 37.549 16.57 2.921 Qmax(1) _ 1.000 * 1.000 * 104.688) + 0.997 * 1.000 * 37.549) + = 142.115 Qmax (2 ) _ 1.003 * 0.995 * 104.688) + 1.000 * 1.000 * 37.549) + = 142.021 Total of 2 streams to confluence: Flow rates before confluence point: 104.688 37.549 Maximum flow rates at confluence using above data: 142.115 142.021 Area of streams before confluence: 38.813 14.500 Effective area values after confluence: 53.313 53.105 Results of confluence: Total flow rate = 142.115(CFS) Time of concentration = 16.662 min. Effective stream area after confluence = 53.313(Ac.) Stream Area average Pervious fraction(Ap) = 0.143 Stream Area average soil loss rate(Fm) = 0.063(In/Hr) ce Study area (this main stream) = 53.31(Ac.) K ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1052.500(Ft.) Downstream point/station elevation = 1048.200(Ft.) Pipe length = 860.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 142.115(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 142.115(CFS) Normal flow depth in pipe = 39.56(In.) Flow top width inside pipe = 56.87(In.) Critical Depth = 41.02(In.) Pipe flow velocity = 10.35(Ft/s) Travel time through pipe = 1.38 min. Time of concentration (TC) = 18.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 54.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 53.313(Ac.) Runoff from this stream = 142.115(CFS) Time of concentration = 18.05 min. Rainfall intensity = 2.776(In/Hr) Area averaged loss rate (Fm) = 0.0628(In/Hr) Area averaged Pervious ratio (Ap) = 0.1427 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 123.000 to Point/Station 124.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1064.700(Ft.) Bottom (of initial area) elevation = 1059.700(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 20.174(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) 0.044(In/Hr) year storm is C = 0.888 �,++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 124.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 20.174(CFS) Time of concentration = 13.90 min. Rainfall intensity = 3.246(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 142.115 18.05 2.776 2 20.174 13.90 3.246 Qmax(1) _ 1.000 * 1.000 * 142.115) + 0.853 * 1.000 * 20.174) + = 159.325 Qmax(2) _ 1.173 * 0.770 * 142.115) + 1.000 * 1.000 * 20.174) + = 148.633 Total of 2 streams to confluence: Flow rates before confluence point: 142.115 20.174 Maximum flow rates at confluence using above data: 159.325 148.633 Area of streams before confluence: 53.313 7.000 Effective area values after confluence: 60.313 48.069 Results of confluence: Total flow rate = 159.325(CFS) Time of concentration = 18.047 min. Effective stream area after confluence = 60.313(Ac.) Stream Area average Pervious fraction(Ap) = 0.138 Stream Area average soil loss rate(Fm) = 0.061(In/Hr) Study area (this main stream) = 60.31(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1048.200(Ft.) Downstream point/station elevation = 1046.500(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 159.325(CFS) Given pipe size = 63.00(In.) Calculated individual pipe flow = 159.325(CFS) Normal flow depth in pipe = 41.06(In.) Flow top width inside pipe = 60.03(In.) Critical Depth = 42.87(In.) Pipe flow velocity = 10.66(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 18.58 min. End of computations, Total Study Area = 65.50 (Ac.) The following figures may H2 be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.142 Area averaged SCS curve number = 56.0 NJ 200 201 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/05/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -2 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 960.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1098.400(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.00479 s(%)= 0.48 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.794 min. Rainfall intensity = 3.261(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.878 Subarea runoff = 14.323(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1098.400(Ft.) End of street segment elevation = 1093.600(Ft.) 00 � ,look- Length of street segment = 590.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.485(CFS) Depth of flow = 0.474(Ft.), Average velocity = 2.936(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.940(Ft.) Flow velocity = 2.94(Ft/s) Travel time = 3.35 min. TC = 17.14 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.863(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified �rrr✓ rational method) (Q=KCIA) is C = 0.881 Subarea runoff = 10.890(CFS) for 5.000(Ac.) Total runoff = 25.213(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.061(In/Hr) Street flow at end of street = 25.213(CFS) Half street flow at end of street = 12.607(CFS) Depth of flow = 0.497(Ft.), Average velocity = 3.063(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 50.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1085.300(Ft.) Downstream point/station elevation = 1079.500(Ft.) Pipe length = 460.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.213(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 25.213(CFS) Normal flow depth in pipe = 19.50(In.) Flow top width inside pipe = 18.73(In.) Critical Depth = 21.21(In.) Pipe flow velocity = 9.22(Ft/s) Travel time through pipe = 0.83 min. °` Time of concentration (TC) = 17.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 50.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.000(Ac.) Runoff from this stream = 25.213(CFS) Time of concentration = 17.97 min. Rainfall intensity = 2.782(In/Hr) Area averaged loss rate (Fm) = 0.0613(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1098.400(Ft.) ow- Difference in elevation = 4.600(Ft.) Slope = 0.00460 s(%)= 0.46 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.136 min. Rainfall intensity = 3.214(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.878 Subarea runoff = 15.520(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1098.400(Ft.) End of street segment elevation = 1092.200(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 `:%W Manning's N from gutter to grade break = 0.0150 24 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 28.924(CFS) Depth of flow = 0.509(Ft.), Average velocity = 3.319(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.32(Ft/s) Travel time = 3.52 min. TC = 17.65 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Pervious ratio(Ap) Rainfall intensity = 2.813(In/Hr) for a 100.0 year storm -P 1P fficient used for area (total area with modified Effective runo co - rational method)(Q=KCIA) is C = 0.875 Subarea runoff = 21.395(CFS) for 9.500(Ac.) Total runoff = 36.915(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 25.00(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 36.915(CFS) Half street flow at end of street = 18.457(CFS) Depth of flow = 0.544(Ft.), Average velocity = 3.656(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 50.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1083.800(Ft.) Downstream point/station elevation = 1079.500(Ft.) Pipe length = 570.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.915(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 36.915(CFS) Normal flow depth in pipe = 25.69(In.) Flow top width inside pipe = 21.05(In.) Critical Depth = 24.68(In.) Pipe flow velocity = 8.25(Ft/s) Travel time through pipe = 1.15 min. Time of concentration (TC) = 18.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 50.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream nu Stream flow area = 15.000(Ac.) Runoff from this stream = 36.915(CFS) Time of concentration = 18.80 min. Rainfall intensity = 2.708(In/Or0785(In/Hr) Area averaged loss rate (Fm) _ r Area averaged Pervious ratio (Ap) = 0.1000 205 Summary of stream data: 'fir Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.213 17.97 2.782 2 36.915 18.80 2.708 Qmax(1) _ 1.000 * 1.000 * 25.213) + 1.028 * 0.956 * 36.915) + = 61.497 Qmax(2) _ 0.973 * 1.000 * 25.213) + 1.000 * 1.000 * 36.915) + = 61.440 Total of 2 streams to confluence: Flow rates before confluence point: 25.213 36.915 Maximum flow rates at confluence using above data: 61.497 61.440 Area of streams before confluence: 10.000 15.000 Effective area values after confluence: 24.339 25.000 Results of confluence: Total flow rate = 61.497(CFS) Time of concentration = 17.974 min. Effective stream area after confluence = 24.339(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.072(In/Hr) Study area (this main stream) = 25.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1079.500(Ft.) Downstream point/station elevation = 1071.300(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 61.497(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 61.497(CFS) Normal flow depth in pipe = 30.19(In.) Flow top width inside pipe = 32.62(In.) Critical Depth = 30.01(In.) Pipe flow velocity = 8.92(Ft/s) Travel time through pipe = 2.47 min. Time of concentration (TC) = 20.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 51.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 24.339(Ac.) Runoff from this stream = 61.497(CFS) Time of concentration = 20.44 min. Rainfall intensity = 2.576(In/Hr) Area averaged loss rate (Fm) = 0.0716(In/Hr) fo(o Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1093.600(Ft.) Bottom (of initial area) elevation = 1085.400(Ft.) Difference in elevation = 8.200(Ft.) Slope = 0.00820 s(%)= 0.82 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.592 min. Rainfall intensity = 3.445(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.889 Subarea runoff = 16.834(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1085.400(Ft.) End of street segment elevation = 1078.300(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 26.016(CFS) Depth of flow = 0.486(Ft.), Average velocity = 3.345(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.539(Ft.) Flow velocity = 3.34(Ft/s) Travel time = 3.49 min. TC = 16.08 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 207 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil (AMC 2 ) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.975(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.887 Subarea runoff = 13.499(CFS) for 6.000(Ac.) Total runoff = 30.333(CFS) Effective area this stream = 11.50(Ac.) Total Study Area (Main Stream No. 1) = 36.50(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 30.333(CFS) Half street flow at end of street = 15.167(CFS) Depth of flow = 0.507(Ft.), Average velocity = 3.523(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 11.500(Ac.) Runoff from this stream = 30.333(CFS) Time of concentration = 16.08 min. Rainfall intensity = 2.975(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ..s Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 61.497 20.44 2.576 2 30.333 16.08 2.975 Qmax(1) _ 1.000 * 1.000 * 61.497) + 0.864 * 1.000 * 30.333) + = 87.703 Qmax(2) _ 1.159 * 0.787 * 61.497) + 1.000 * 1.000 * 30.333) + = 86.418 Total of 2 streams to confluence: Flow rates before confluence point: 61.497 30.333 Maximum flow rates at confluence using above data: 87.703 86.418 Area of streams before confluence: 24.339 11.500 Effective area values after confluence: 35.839 30.648 Results of confluence: Total flow rate = 87.703(CFS) Time of concentration = 20.440 min. Effective stream area after confluence = 35.839(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.063(In/Hr) 2d8 Study area (this main stream) = 35.84(Ac.) `�11rr' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1071.300(Ft.) Downstream point/station elevation = 1062.400(Ft.) Pipe length = 900.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 87.703(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 87.703(CFS) Normal flow depth in pipe = 30.47(In.) Flow top width inside pipe = 37.49(In.) Critical Depth = 34.95(In.) Pipe flow velocity = 11.73(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 21.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 35.839(Ac.) Runoff from this stream = 87.703(CFS) Time of concentration = 21.72 min. Rainfall intensity = 2.484(In/Hr) Area averaged loss rate (Fm) = 0.0627(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1080.000(Ft.) Bottom (of initial area) elevation = 1073.700(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00630 s(%)= 0.63 TC = k(0.304)*[(length^3)/(elevation change))^0.2 Initial area time of concentration = 13.274 min. Rainfall intensity = 3.337(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.888 Subarea runoff = 13.339(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ?01 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ` Process from Point/Station 110.000 to Point/Station 111.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1073.700(Ft.) End of street segment elevation = 1069.400(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.267(CFS) Depth of flow = 0.431(Ft.), Average velocity = 3.338(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.777(Ft.) Flow velocity = 3.34(Ft/s) Travel time = 1.75 min. TC = 15.02 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 3.099(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.887 Subarea runoff = 10.031(CFS) for 4.000(Ac.) Total runoff = 23.369(CFS) Effective area this stream = 8.50(Ac.) Total Study Area (Main Stream No. 1) = 45.00(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 23.369(CFS) Half street flow at end of street = 11.685(CFS) Depth of flow = 0.456(Ft.), Average velocity = 3.501(Ft/s) Flow width (from curb towards crown)= 18.073(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.500(Ac.) Runoff from this stream = 23.369(CFS) Time of concentration = 15.02 min. Rainfall intensity = 3.099(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) ✓ Area averaged Pervious ratio (Ap) = 0.1000 ?to ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 126.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1093.200(Ft.) Bottom (of initial area) elevation = 1085.300(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.00790 s(%)= 0.79 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.687 min. Rainfall intensity = 3.429(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.888 Subarea runoff = 16.758(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.000 to Point/Station 127.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1085.300(Ft.) End of street segment elevation = 1076.300(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 35.039(CFS) Depth of flow = 0.527(Ft.), Average velocity = 3.715(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.71(Ft/s) Travel time = 4.04 min. TC = 16.72 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.886 Subarea runoff = 28.310(CFS) for 12.000(Ac.) Total runoff = 45.068(CFS) Effective area this stream = 17.50(Ac.) Total Study Area (Main Stream No. 1) = 62.50(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 45.068(CFS) Half street flow at end of street = 22.534(CFS) Depth of flow = 0.566(Ft.), Average velocity = 4.105(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 127.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1069.300(Ft.) Downstream point/station elevation = 1046.500(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.068(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 45.068(CFS) Normal flow depth in pipe = 18.98(In.) Flow top width inside pipe = 28.92(In.) Critical Depth = 26.72(In.) Pipe flow velocity = 13.76(Ft/s) Travel time through pipe = 1.21 min. Time of concentration (TC) = 17.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 17.500(Ac.) Runoff from this stream = 45.068(CFS) Time of concentration = 17.94 min. Rainfall intensity = 2.786(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 129.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 a Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Z12 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1078.300(Ft.) Bottom (of initial area) elevation = 1069.400(Ft.) Difference in elevation = 8.900(Ft.) Slope = 0.00890 s(%)= 0.89 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.388 min. Rainfall intensity = 3.479(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.889 Subarea runoff = 27.822(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 129.000 to Point/Station 129.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 9.000(Ac.) Runoff from this stream = 27.822(CFS) Time of concentration = 12.39 min. Rainfall intensity = 3.479(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 91.40 Adjusted SCS curve number for AMC 3 = 98.28 Pervious ratio(Ap) = 0.1380 Max loss rate(Fm)= 0.005(In/Hr) Rainfall intensity = 2.728(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 18.58 min. Rain intensity = 2.73(In/Hr) Total area this stream = 60.31(Ac.) Total Study Area (Main Stream No. 1) = 131.81(Ac.) Total runoff = 159.33(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 5 Stream flow area = 60.310(Ac.) Runoff from this stream = 159.330(CFS) Time of concentration = 18.58 min. Rainfall intensity = 2.728(In/Hr) Area averaged loss rate (Fm) = 0.0047(In/Hr) Area averaged Pervious ratio (Ap) = 0.1380 Summary of stream data: Zl3 Stream Flow rate TC Rainfall Intensity NA.. No. (CFS) (min) (In/Hr) taw 1 87.703 21.72 2.484 2 23.369 15.02 3.099 3 45.068 17.94 2.786 4 27.822 12.39 3.479 5 159.330 18.58 2.728 Qmax(1) _ 1.000 * 1.000 * 87.703) + 0.799 * 1.000 * 23.369) + 0.890 * 1.000 * 45.068) + 0.710 * 1.000 * 27.822) + 0.910 * 1.000 * 159.330) + = 311.289 Qmax(2) _ 1.254 * 0.692 * 87.703) + 1.000 * 1.000 * 23.369) + 1.114 * 0.838 * 45.068) + 0.889 * 1.000 * 27.822) + 1.136 * 0.808 * 159.330) + = 312.601 Qmax(3) _ 1.125 * 0.826 * 87.703) + 0.898 * 1.000 * 23.369) + 1.000 * 1.000 * 45.068) + 0.798 * 1.000 * 27.822) + 1.021 * 0.965 * 159.330) + = 326.824 Qmax(4) _ 1.411 * 0.570 * 87.703) + 1.124 * 0.825 * 23.369) + 1.253 * 0.691 * 45.068) + 1.000 * 1.000 * 27.822) + 1.276 * 0.667 * 159.330) + = 294.594 Qmax(5) _ 1.101 * 0.855 * 87.703) + 0.879 * 1.000 * 23.369) + 0.979 * 1.000 * 45.068) + 0.781 * 1.000 * 27.822) + 1.000 * 1.000 * 159.330) + = 328.291 Total of 5 streams to confluence: Flow rates before confluence point: 87.703 23.369 45.068 27.822 159.330 Maximum flow rates at confluence using above data: 311.289 312.601 326.824 294.594 328.291 Area of streams before confluence: 35.839 8.500 17.500 9.000 60.310 Effective area values after confluence: 131.149 105.703 122.813 88.749 125.969 Results of confluence: Total flow rate = 328.291(CFS) Time of concentration = 18.580 min. Effective stream area after confluence = 125.969(Ac.) Stream Area average Pervious fraction(Ap) = 0.117 Stream Area average soil loss rate(Fm) = 0.031(In/Hr) Study area (this main stream) = 131.15(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 %%wor **** PIPEFLOW TRAVEL TIME (User specified size) **** N. Upstream point/station elevation = 1046.500(Ft.) Downstream point/station elevation = 1043.300(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 328.291(CFS) Given pipe size = 81.00(In.) Calculated individual pipe flow = 328.291(CFS) Normal flow depth in pipe = 66.47(In.) Flow top width inside pipe = 62.16(In.) Critical Depth = 57.84(In.) Pipe flow velocity = 10.45(Ft/s) Travel time through pipe = 1.60 min. Time of concentration (TC) = 20.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 125.969(Ac.) Runoff from this stream = 328.291(CFS) Time of concentration = 20.18 min. Rainfall intensity = 2.596(In/Hr) Area averaged loss rate (Fm) = 0.0311(In/Hr) Area averaged Pervious ratio (Ap) = 0.1175 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 131.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1092.200(Ft.) Bottom (of initial area) elevation = 1084.100(Ft.) Difference in elevation = 8.100(Ft.) Slope = 0.00810 s(%)= 0.81 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.623 min. Rainfall intensity = 3.440(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 16.809(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) 0.044(In/Hr) year storm is C = 0.888 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 131.000 to Point/Station 132.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1084.100(Ft.) V4 N End of street segment elevation = 1075.000(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.527(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.73(Ft/s) Travel time = 4.02 min. TC = 16.64 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 35.145(CFS) 3.732(Ft/s) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.914(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.886 Subarea runoff = 28.394(CFS) for 12.000(Ac.) Total runoff = 45.202(CFS) Effective area this stream = 17.50(Ac.) Total Study Area (Main Stream No. 1) = 149.31(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 45.202(CFS) Half street flow at end of street = 22.601(CFS) Depth of flow = 0.565(Ft.), Average velocity = 4.124(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1068.000(Ft.) Downstream point/station elevation = 1043.300(Ft.) Pipe length = 1100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.202(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 45.202(CFS) Normal flow depth in pipe = 19.13(In.) Flow top width inside pipe = 28.84(In.) Critical Depth = 26.74(In.) Pipe flow velocity = 13.69(Ft/s) Travel time through pipe = 1.34 min. Z15 2K Time of concentration (TC) = 17.98 min. 7Mr� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.500(Ac.) Runoff from this stream = 45.202(CFS) Time of concentration = 17.98 min. Rainfall intensity = 2.782(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 133.000 to Point/Station 134.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1076.300(Ft.) Bottom (of initial area) elevation = 1070.900(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00540 s(%)= 0.54 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 13.690 min. Rainfall intensity = 3.276(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.888 Subarea runoff = 16.000(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 134.000 to Point/Station 135.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1070.900(Ft.) End of street segment elevation = 1064.100(Ft.) Length of street segment = 800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) 917 Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 48.000(CFS) Depth of flow = 0.591(Ft.), Average velocity = 4.008(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 4.01(Ft/s) Travel time = 3.33 min. TC = 17.02 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.875(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.886 Subarea runoff = 54.078(CFS) for 22.000(Ac.) Total runoff = 70.078(CFS) Effective area this stream = 27.50(Ac.) Total Study Area (Main Stream No. 1) = 176.81(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 70.078(CFS) Half street flow at end of street = 35.039(CFS) Depth of flow = 0.668(Ft.), Average velocity = 4.649(Ft/s) Warning: depth of flow exceeds top of curb „r Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.08(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 135.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 27.500(Ac.) Runoff from this stream = 70.078(CFS) Time of concentration = 17.02 min. Rainfall intensity = 2.875(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 328.291 20.18 2 45.202 17.98 3 70.078 17.02 Qmax(1) _ Rainfall Intensity (In/Hr) 2.596 2.782 2.875 1.000 * 1.000 * 328.291) + 0.932 * 1.000 * 45.202) + 0.901 * 1.000 * 70.078) + = 433.596 Qmax(2) _ 218 1.072 * 0.891 * 328.291) + 1.000 * 1.000 * 45.202) + 0.967 * 1.000 * 70.078) + = 426.738 Qmax(3) _ 1.109 * 0.843 * 328.291) + 1.034 * 0.946 * 45.202) + 1.000 * 1.000 * 70.078) + = 421.353 Total of 3 streams to confluence: Flow rates before confluence point: 328.291 45.202 70.078 Maximum flow rates at confluence using above data: 433.596 426.738 421.353 Area of streams before confluence: 125.969 17.500 27.500 Effective area values after confluence: 170.969 157.276 150.307 Results of confluence: Total flow rate = 433.596(CFS) Time of concentration = 20.175 min. Effective stream area after confluence = 170.969(Ac.) Stream Area average Pervious fraction(Ap) = 0.113 Stream Area average soil loss rate(Fm) = 0.034(In/Hr) Study area (this main stream) = 170.97(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1043.300(Ft.) Downstream point/station elevation = 1041.300(Ft.) Pipe length = 640.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 433.596(CFS) Given pipe size = 84.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.904(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.947(Ft.) Minor friction loss = 2.957(Ft.) K -factor = 1.50 Pipe flow velocity = 11.27(Ft/s) Travel time through pipe = 0.95 min. Time of concentration (TC) = 21.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 170.969(Ac.) Runoff from this stream = 433.596(CFS) Time of concentration = 21.12 min. Rainfall intensity = 2.526(In/Hr) Area averaged loss rate (Fm) = 0.0345(In/Hr) Area averaged Pervious ratio (Ap) = 0.1129 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 137.000 **** INITIAL AREA EVALUATION **** z[l COMMERCIAL subarea type ,,. Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1091.600(Ft.) Bottom (of initial area) elevation = 1086.600(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.888 Subarea runoff = 15.851(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 137.000 to Point/Station 138.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1086.600(Ft.) End of street segment elevation = 1074.600(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 31.702(CFS) Depth of flow = 0.493(Ft.), Average velocity = 3.935(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.892(Ft.) Flow velocity = 3.93(Ft/s) Travel time = 3.71 min. TC = 17.61 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Nawe Rainfall intensity = 2.817(In/Hr) for a 100.0 year storm zzm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.886 Subarea runoff = 25.329(CFS) for 11.000(Ac.) Total runoff = 41.180(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 193.31(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 41.180(CFS) Half street flow at end of street = 20.590(CFS) Depth of flow = 0.528(Ft.), Average velocity = 4.357(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1067.600(Ft.) Downstream point/station elevation = 1041.300(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 41.180(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 41.180(CFS) Normal flow depth in pipe = 18.70(In.) Flow top width inside pipe = 29.07(In.) Critical Depth = 25.85(In.) Pipe flow velocity = 12.81(Ft/s) Travel time through pipe = 1.72 min. Time of concentration (TC) = 19.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.500(Ac.) Runoff from this stream = 41.180(CFS) Time of concentration = 19.33 min. Rainfall intensity = 2.664(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 139.000 to Point/Station 140.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1074.700(Ft.) ' Bottom (of initial area) elevation = 1069.700(Ft.) 221 Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 NOW TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.888 Subarea runoff = 15.851(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 141.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1069.700(Ft.) End of street segment elevation = 1065.300(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 r Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 31.702(CFS) Depth of flow = 0.565(Ft.), Average velocity = 2.902(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.90(Ft/s) Travel time = 5.03 min. TC = 18.93 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.698(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.885 Subarea runoff = 23.554(CFS) for 11.000(Ac.) Total runoff = 39.405(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 209.81(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 39.405(CFS) Half street flow at end of street = 19.703(CFS) Depth of flow = 0.603(Ft.), Average velocity = 3.163(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) 22z ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 141.000 to Point/Station 141.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 16.500(Ac.) Runoff from this stream = 39.405(CFS) Time of concentration = 18.93 min. Rainfall intensity = 2.698(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 433.596 21.12 2.526 2 41.180 19.33 2.664 3 39.405 18.93 2.698 Qmax(1) _ 1.000 * 1.000 * 433.596) + 0.947 * 1.000 * 41.180) + 0.935 * 1.000 * 39.405) + = 509.456 Qmax (2 ) _ 1.056 * 0.915 * 433.596) + 1.000 * 1.000 * 41.180) + 0.987 * 1.000 * 39.405) + = 498.843 Qmax(3) _ 1.069 * 0.896 * 433.596) + 1.013 * 0.979 * 41.180) + 1.000 * 1.000 * 39.405) + = 495.599 Total of 3 streams to confluence: Flow rates before confluence point: 433.596 41.180 39.405 Maximum flow rates at confluence using above data: 509.456 498.843 495.599 Area of streams before confluence: 170.969 16.500 16.500 Effective area values after confluence: 203.969 189.433 185.865 Results of confluence: Total flow rate = 509.456(CFS) Time of concentration = 21.122 min. Effective stream area after confluence = 203.969(Ac.) Stream Area average Pervious fraction(Ap) = 0.111 Stream Area average soil loss rate(Fm) = 0.036(In/Hr) Study area (this main stream) = 203.97(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 63.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1041.300(Ft.) Downstream point/station elevation = 1039.500(Ft.) Pipe length = 560.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 509.456(CFS) Zz3 Given pipe size = 92.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. ,r The approximate hydraulic grade line above the pipe invert is 3.228(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.192(Ft.) Minor friction loss = 2.837(Ft.) K -factor = 1.50 Pipe flow velocity = 11.04(Ft/s) Travel time through pipe = 0.85 min. Time of concentration (TC) = 21.97 min. End of computations, Total Study Area = 209.81 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.111 Area averaged SCS curve number = 63.9 19 300 LINA' "DZ -1 M Sol ^#'^ San Bernardino County Rational Hydrology Program '%Nwr (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/05/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -1 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** i COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1068.100(Ft.) Bottom (of initial area) elevation = 1063.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change))^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 14.410(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) 0.044(In/Hr) 0 year storm is C = 0.888 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1063.100(Ft.) End of street segment elevation = 1060.000(Ft.) 302 Length of street segment = 620.000(Ft.) ' Height of curb above = g gutter flowline 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.761(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 33.314(Ft.) Flow velocity = 3.10(Ft/s) Travel time = 3.33 min. TC = 17.24 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 35.304(CFS) 3.099(Ft/s) 4.73(Ft.) Pervious rati.o(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.853(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.886 Subarea runoff = 34.894(CFS) for 14.500(Ac.) Total runoff = 49.304(CFS) Effective area this stream = 19.50(Ac.) Total Study Area (Main Stream No. 1) = 19.50(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 49.304(CFS) Half street flow at end of street = 49.304(CFS) Depth of flow = 0.849(Ft.), Average velocity = 3.265(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 9.10(Ft.) Flow width (from curb towards crown)= 37.686(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 65.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1055.000(Ft.) Downstream point/station elevation = 1051.700(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 49.304(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 49.304(CFS) Normal flow depth in pipe = 31.22(In.) Flow top width inside pipe = 24.43(In.) Critical Depth = 27.42(In.) Pipe flow velocity = 7.57(Ft/s) 3�3 Travel time through pipe = 1.45 min. Time of concentration (TC) = 18.69 min. ++++++++t+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 65.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 19.500(Ac.) Runoff from this stream = 49.304(CFS) Time of concentration = 18.69 min. Rainfall intensity = 2.718(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: •- Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1064.500(Ft.) Bottom (of initial area) elevation = 1060.000(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00450 s(%)= 0.45 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.168 min. Rainfall intensity = 2.765(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.828 Subarea runoff = 18.322(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 18.322(CFS) Time of concentration = 18.17 min. Rainfall intensity = 2.765(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) U 1 49.304 18.69 2.718 2 18.322 18.17 2.765 Qmax(1) _ 1.000 * 1.000 * 49.304) + 0.982 * 1.000 * 18.322) + = 67.290 Qmax(2) _ 1.017 * 0.972 * 49.304) + 1.000 * 1.000 * 18.322) + = 67.083 Total of 2 streams to confluence: Flow rates before confluence point: 49.304 18.322 Maximum flow rates at confluence using above data: 67.290 67.083 Area of streams before confluence: 19.500 8.000 Effective area values after confluence: 27.500 26.955 Results of confluence: Total flow rate = 67.290(CFS) Time of concentration = 18.690 min. Effective stream area after confluence = 27.500(Ac.) Stream Area average Pervious fraction(Ap) = 0.216 Stream Area average soil loss rate(Fm) = 0.095(In/Hr) Study area (this main stream) = 27.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 66.000 #Oft- **** PIPEFLOW TRAVEL TIME (User specified size) **** www Upstream point/station elevation = 1051.700(Ft.) Downstream point/station elevation = 1048.400(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 67.290(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 67.290(CFS) Normal flow depth in pipe = 28.55(In.) Flow top width inside pipe = 47.13(In.) Critical Depth = 29.74(In.) Pipe flow velocity = 8.64(Ft/s) Travel time through pipe = 1.27 min. Time of concentration (TC) = 19.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 66.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 27.500(Ac.) Runoff from this stream = 67.290(CFS) Time of concentration = 19.96 min. Rainfall intensity = 2.613(In/Hr) Area averaged loss rate (Fm) = 0.0952(In/Hr) Area averaged Pervious ratio (Ap) = 0.2164 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 306.000 3a5 **** INITIAL AREA EVALUATION **** ?000` ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 308.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1070.100(Ft.) Bottom (of initial area) elevation = 1065.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 SCHOOL subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1062.000(Ft.) Bottom (of initial area) elevation = 1055.400(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00660 s(%)= 0.66 TC = k(0.412)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 17.823 min. Rainfall intensity = 2.797(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.815 Subarea runoff = 18.235(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.264(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 306.000 **** CONFLUENCE OF MINOR STREAMS **** ?OW- Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 18.235(CFS) Time of concentration = 17.82 min. Rainfall intensity = 2.797(In/Hr) Area averaged loss rate (Fm) = 0.2640(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 308.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1070.100(Ft.) Bottom (of initial area) elevation = 1065.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 3a6 Subarea runoff = 11.609(CFS) �... Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1065.100(Ft.) End of street segment elevation = 1062.700(Ft.) Length of street segment = 650.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 23.219(CFS) Depth of flow = 0.540(Ft.), Average velocity = 2.336(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: mew.. Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.34(Ft/s) " Travel time = 4.64 min. TC = 22.43 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.437(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.819 Subarea runoff = 18.315(CFS) for 10.000(Ac.) Total runoff = 29.924(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 50.50(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 29.924(CFS) Half street flow at end of street = 14.962(CFS) Depth of flow = 0.581(Ft.), Average velocity = 2.584(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 310.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 307 Top of street segment elevation = 1062.700(Ft.) End of street segment elevation = 1055.400(Ft.) Length of street segment = 1450.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.628(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.33(Ft/s) Travel time = 7.25 min. TC = 29.68 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 44.886(CFS) 3.332(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.059(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.804 Subarea runoff = 19.743(CFS) for 15.000(Ac.) Total runoff = 49.667(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 65.50(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 49.667(CFS) Half street flow at end of street = 24.833(CFS) Depth of flow = 0.649(Ft.), Average velocity = 3.468(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 310.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 30.000(Ac.) Runoff from this stream = 49.667(CFS) Time of concentration = 29.68 min. Rainfall intensity = 2.059(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity 368 No. (CFS) (min) A0101 - (In/Hr) NNW 1 67.290 19.96 2.613 2 18.235 17.82 2.797 3 49.667 29.68 2.059 Qmax(l) _ 1.000 * 1.000 * 67.290) + 0.927 * 1.000 * 18.235) + 1.301 * 0.673 * 49.667) + = 127.656 Qmax(2) _ 1.073 * 0.893 * 67.290) + 1.000 * 1.000 * 18.235) + 1.401 * 0.601 * 49.667) + = 124.481 Qmax(3) _ 0.780 * 1.000 * 67.290) + 0.709 * 1.000 * 18.235) + 1.000 * 1.000 * 49.667) + = 115.098 Total of 3 streams to confluence: Flow rates before confluence point: 67.290 18.235 49.667 Maximum flow rates at confluence using above data: 127.656 124.481 115.098 Area of streams before confluence: 27.500 8.000 30.000 Effective area values after confluence: 55.679 50.569 65.500 Results of confluence: Total flow rate = 127.656(CFS) . Time of concentration = 19.963 min. Effective stream area after confluence = 55.679(Ac.) Stream Area average Pervious fraction(Ap) = 0.393 Stream Area average soil loss rate(Fm) = 0.173(In/Hr) Study area (this main stream) = 65.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 67.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1048.400(Ft.) Downstream point/station elevation = 1044.600(Ft.) Pipe length = 760.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 127.656(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 127.656(CFS) Normal flow depth in pipe = 40.73(In.) Flow top width inside pipe = 46.49(In.) Critical Depth = 39.91(In.) Pipe flow velocity = 9.92(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 21.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 67.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 55.679(Ac.) 561 Runoff from this stream = 127.656(CFS) Time of concentration = 21.24 min. ftw, Rainfall intensity = 2.517(In/Hr) Area averaged loss rate (Fm) = 0.1729(In/Hr) Area averaged Pervious ratio (Ap) = 0.3931 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 312.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1062.400(Ft.) Bottom (of initial area) elevation = 1057.400(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 18.575(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 313.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1057.400(Ft.) End of street segment elevation = 1052.600(Ft.) Length of street segment = 960.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 27.863(CFS) Depth of flow = 0.545(Ft.), Average velocity = 2.752(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.75(Ft/s) B(O Travel time = 5.81 min. TC = 23.60 min. Adding area flow to street SCHOOL subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.264(In/Hr) Rainfall intensity = 2.363(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.808 Subarea runoff = 11.967(CFS) for 8.000(Ac.) Total runoff = 30.542(CFS) Effective area this stream = 16.00(Ac.) Total Study Area (Main Stream No. 1) = 81.50(Ac.) Area averaged Fm value = 0.242(In/Hr) Street flow at end of street = 30.542(CFS) Half street flow at end of street = 15.271(CFS) Depth of flow = 0.559(Ft.), Average velocity = 2.854(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.000(Ac.) fir• Runoff from this stream = 30.542(CFS) Time of concentration = 23.60 min. Rainfall intensity = 2.363(In/Hr) Area averaged loss rate (Fm) = 0.2420(In/Hr) Area averaged Pervious ratio (Ap) = 0.5500 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 127.656 21.24 2.517 2 30.542 23.60 2.363 Qmax(1) _ 1.000 * 1.000 * 127.656) + 1.073 * 0.900 * 30.542) + = 157.141 Qmax(2) _ 0.934 * 1.000 * 127.656) + 1.000 * 1.000 * 30.542) + = 149.793 Total of 2 streams to confluence: Flow rates before confluence point: 127.656 30.542 Maximum flow rates at confluence using above data: 157.141 149.793 Area of streams before confluence: 55.679 16.000 Effective area values after confluence: 70.078 71.679 Results of confluence: 311 Total flow rate = 157.141(CFS) Time of concentration = , 21.240 min. Effective stream area after confluence = 70.078(Ac.) Stream Area average Pervious fraction(Ap) = 0.428 Stream Area average soil loss rate(Fm) = 0.188(In/Hr) Study area (this main stream) = 71.68(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 68.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1044.600(Ft.) Downstream point/station elevation = 1040.800(Ft.) Pipe length = 760.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 157.141(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 157.141(CFS) Normal flow depth in pipe = 42.61(In.) Flow top width inside pipe = 54.44(In.) Critical Depth = 43.13(In.) Pipe flow velocity = 10.53(Ft/s) Travel time through pipe = 1.20 min. Time of concentration (TC) = 22.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 68.000 **** CONFLUENCE OF MAIN STREAMS **** ^ The following data inside Main Stream is listed: r In Main Stream number: 1 Effective stream flow area = 70.078(Ac.) Total study area this main stream = 81.500(Ac.) Runoff from this stream = 157.141(CFS) Time of concentration = 22.44 min. Rainfall intensity = 2.435(In/Hr) Area averaged loss rate (Fm) = 0.1884(In/Hr) Area averaged Pervious ratio (Ap) = 0.4281 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1079.500(Ft.) Bottom (of initial area) elevation = 1074.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 Mrvr TC = k(0.389)*[(length^3)/(elevation change)]^0.2 51Z Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 11.609(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 318.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1074.500(Ft.) End of street segment elevation = 1069.500(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.477(CFS) Depth of flow = 0.508(Ft.), Average velocity = 2.482(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.48(Ft/s) Travel time = 6.72 min. TC = 24.50 min. Adding area flow to street RFSIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.310(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.814 Subarea runoff = 13.789(CFS) for 8.500(Ac.) Total runoff = 25.398(CFS) Effective area this stream = 13.50(Ac.) Total Study Area (Main Stream No. 2) = 13.50(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 25.398(CFS) Half street flow at end of street = 12.699(CFS) Depth of flow = 0.531(Ft.), Average velocity = 2.653(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) 1#0.. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 515 Process from Point/Station 318.000 to Point/Station 318.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 13.500(Ac.) Runoff from this stream = 25.398(CFS) Time of concentration = 24.50 min. Rainfall intensity = 2.310(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 317.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1079.500(Ft.) Bottom (of initial area) elevation = 1074.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 Daft- TC = k(0.389)*[(length^3)/(elevation change)]^0.2 SOW Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 11.609(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 318.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1074.500(Ft.) End of street segment elevation = 1069.500(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 ,. Estimated mean flow rate at midpoint of street = 22.058(CFS) 314 Depth of flow = 0.511(Ft.), Average velocity = 2.508(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.51(Ft/s) Travel time = 6.64 min. TC = 24.43 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.314(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.814 Subarea runoff = 14.780(CFS) for 9.000(Ac.) Total runoff = 26.389(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 2) = 27.50(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 26.389(CFS) Half street flow at end of street = 13.195(CFS) Depth of flow = 0.536(Ft.), Average velocity = 2.694(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ^^++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 14.000(Ac.) Runoff from this stream = 26.389(CFS) Time of concentration = 24.43 min. Rainfall intensity = 2.314(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.398 24.50 2.310 2 26.389 24.43 2.314 Qmax(1) _ 1.000 * 1.000 * 25.398) + 0.998 * 1.000 * 26.389) + = 51.737 Qmax(2) _ 1.002 * 0.997 * 25.398) + 1.000 * 1.000 * 26.389) + = 51.763 Total of 2 streams to confluence: Flow rates before confluence point: 25.398 26.389 Maximum flow rates at confluence using above data: 51.737 51.763 315 Area of streams before confluence: ,�•�• 13.500 14.000 Effective area values after confluence: 27.500 27.461 Results of confluence: Total flow rate = 51.763(CFS) Time of concentration = 24.434 min. Effective stream area after confluence = 27.461(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.220(In/Hr) Study area (this main stream) = 27.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 319.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1069.500(Ft.) End of street segment elevation = 1063.000(Ft.) Length of street segment = 1300.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) ,�.. Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 69.199(CFS) Depth of flow = 0.755(Ft.), Average velocity = 3.657(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.41(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.66(Ft/s) Travel time = 5.92 min. TC = 30.36 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.032(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.803 Subarea runoff = 23.179(CFS) for 18.500(Ac.) Total runoff = 74.942(CFS) Effective area this stream = 45.96(Ac.) Total Study Area (Main Stream No. 2) = 46.00(Ac.) Area averaged Fm value = 0.220(In/Hr) 40** Street flow at end of street = 74.942(CFS) NOW Half street flow at end of street = 37.471(CFS) 3M Depth of flow = 0.782(Ft.), Average velocity = 3.698(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 5.75(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 68.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1054.800(Ft.) Downstream point/station elevation = 1041.800(Ft.) Pipe length = 900.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 74.942(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 74.942(CFS) Normal flow depth in pipe = 22.13(In.) Flow top width inside pipe = 47.85(In.) Critical Depth = 31.46(In.) Pipe flow velocity = 13.26(Ft/s) Travel time through pipe = 1.13 min. Time of concentration (TC) = 31.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 68.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 45.961(Ac.) Total study area this main stream = 46.000(Ac.) Runoff from this stream = 74.942(CFS) Time of concentration = 31.49 min. Rainfall intensity = 1.988(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 157.141 22.44 2.435 2 74.942 31.49 1.988 Qmax(1) _ 1.000 * 1.000 * 157.141) + 1.253 * 0.713 * 74.942) + = 224.085 Qmax(2) _ 0.801 * 1.000 * 157.141) + 1.000 * 1.000 * 74.942) + = 200.762 Total of 2 main streams to confluence: Flow rates before confluence point: 158.141 75.942 Maximum flow rates at confluence using above data: 224.085 200.762 Effective Area of streams before confluence: 70.078 45.961 Www' Effective area values after confluence: 317 102.834 116.039 Results of confluence: Total flow rate = 224.085(CFS) Time of concentration = 22.443 min. Effective stream area after confluence = 102.834(Ac.) Stream Area average Pervious fraction(Ap) = 0.457 Stream Area average soil loss rate(Fm) = 0.201(In/Hr) Steam effective area = 116.04(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 68.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 102.834(Ac.) Runoff from this stream = 224.085(CFS) Time of concentration = 22.44 min. Rainfall intensity = 2.435(In/Hr) Area averaged loss rate (Fm) = 0.2009(In/Hr) Area averaged Pervious ratio (Ap) = 0.4566 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 321.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1057.100(Ft.) Bottom (of initial area) elevation = 1052.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 15.092(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 321.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.500(Ac.) '400- Runoff from this stream = 15.092(CFS) NOW Time of concentration = 17.79 min. 31E Rainfall intensity = 2.800(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 323.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1057.100(Ft.) Bottom (of initial area) elevation = 1052.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 11.609(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 323.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 5.000(Ac.) Runoff from this stream = 11.609(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.800(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 224.085 22.44 2.435 2 15.092 17.79 2.800 3 11.609 17.79 2.800 Qmax(1) _ 1.000 * 1.000 * 224.085) + 0.859 * 1.000 * 15.092) + 0.859 * 1.000 * 11.609) + = 247.015 Qmax(2) _ 1.163 * 0.793 * 224.085) + 1.000 * 1.000 * 15.092) + 1.000 * 1.000 * 11.609) + = 233.286 311 Qmax(3) _ 1.163 * 0.793 * 224.085) + 1.000 * 1.000 * 15.092) + 1.000 * 1.000 * 11.609) + = 233.286 Total of 3 streams to confluence: Flow rates before confluence point: 224.085 15.092 11.609 Maximum flow rates at confluence using above data: 247.015 233.286 233.286 Area of streams before confluence: 102.834 6.500 5.000 Effective area values after confluence: 114.334 93.011 93.011 Results of confluence: Total flow rate = 247.015(CFS) Time of concentration = 22.443 min. Effective stream area after confluence = 114.334(Ac.) Stream Area average Pervious fraction(Ap) = 0.461 Stream Area average soil loss rate(Fm) = 0.203(In/Hr) Study area (this main stream) = 114.33(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 69.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1040.800(Ft.) Downstream point/station elevation = 1038.800(Ft.) Pipe length = 400.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 247.015(CFS) y Given pipe size = 84.00(In.) Calculated individual pipe flow = 247.015(CFS) Normal flow depth in pipe = 44.30(In.) Flow top width inside pipe = 83.87(In.) Critical Depth = 49.42(In.) Pipe flow velocity = 12.00(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 23.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.000 to Point/Station 69.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 114.334(Ac.) Runoff from this stream = 247.015(CFS) Time of concentration = 23.00 min. Rainfall intensity = 2.400(In/Hr) Area averaged loss rate (Fm) = 0.2028(In/Hr) Area averaged Pervious ratio (Ap) = 0.4610 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 N Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1055.000(Ft.) Bottom (of initial area) elevation = 1050.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 18.575(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) 0.220(In/Hr) year storm is C = 0.829 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 18.575(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.800(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 327.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1055.000(Ft.) Bottom (of initial area) elevation = 1050.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 16.253(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) 0.220(In/Hr) year storm is C = 0.829 924 321 ,�-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/Station 327.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 7.000(Ac.) Runoff from this stream = 16.253(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.800(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 247.015 23.00 2.400 2 18.575 17.79 2.800 3 16.253 17.79 2.800 Qmax(1) _ 1.000 * 1.000 * 247.015) + 0.845 * 1.000 * 18.575) + 0.845 * 1.000 * 16.253) + = 276.446 Qmax(2) _ 1.182 * 0.774 * 247.015) + 1.000 * 1.000 * 18.575) + 1.000 * 1.000 * 16.253) + = 260.665 Qmax(3) _ 1.182 * 0.774 * 247.015) + 1.000 * 1.000 * 18.575) + 1.000 * 1.000 * 16.253) + = 260.665 Total of 3 streams to confluence: Flow rates before confluence point: 247.015 18.575 16.253 Maximum flow rates at confluence using above data: 276.446 260.665 260.665 Area of streams before confluence: 114.334 8.000 7.000 Effective area values after confluence: 129.334 103.437 103.437 Results of confluence: Total flow rate = 276.446(CFS) Time of concentration = 22.998 min. Effective stream area after confluence = 129.334(Ac.) Stream Area average Pervious fraction(Ap) = 0.465 Stream Area average soil loss rate(Fm) = 0.205(In/Hr) Study area (this main stream) = 129.33(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.000 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1038.800(Ft.) Downstream point/station elevation = 1034.600(Ft.) Pipe length = 880.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 276.446(CFS) mow► Given pipe size = 96.00(In.) 3z2 Calculated individual pipe flow = 276.446(CFS) Normal flow depth in pipe = 44.48 (In. ) Flow top width inside pipe = 95.74(In.) Critical Depth = 50.33(In.) Pipe flow velocity = 12.12(Ft/s) Travel time through pipe = 1.21 min. Time of concentration (TC) = 24.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 70.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 129.334(Ac.) Runoff from this stream = 276.446(CFS) Time of concentration = 24.21 min. Rainfall intensity = 2.327(In/Hr) Area averaged loss rate (Fm) = 0.2048(In/Hr) Area averaged Pervious ratio (Ap) = 0.4655 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 329.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1057.800(Ft.) Bottom (of initial area) elevation = 1052.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 11.609(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) 0.220(In/Hr) year storm is C = 0.829 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 329.000 to Point/Station 330.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1052.800(Ft.) End of street segment elevation = 1048.800(Ft.) Length of street segment = 800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 323 Slope from grade break to crown (v/hz) = 0.020 -1400- Street flow is on [2] side(s) of the street 'NOW Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.532(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.66(Ft/s) Travel time = 5.01 min. TC = 22.80 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 ' t d SCS curve number for AMC 3 = 75.80 25.541(CFS) 2.659(Ft/s) 7%.4 bus e Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.412(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.818 Subarea runoff = 21.932(CFS) for 12.000(Ac.) Total runoff = 33.542(CFS) Effective area this stream = 17.00(Ac.) Total Study Area (Main Stream No. 1) = 89.50(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 33.542(CFS) Half street flow at end of street = 16.771(CFS) Depth of flow = 0.574(Ft.), Average velocity = 2.963(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 331.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.800(Ft.) End of street segment elevation = 1045.500(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 50.312(CFS) 324 Depth of flow = 0.653(Ft.), Average velocity = 3.479(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.48(Ft/s) Travel time = 3.16 min. TC = 25.97 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.231(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.811 Subarea runoff = 28.009(CFS) for 17.000(Ac.) Total runoff = 61.551(CFS) Effective area this stream = 34.00(Ac.) Total Study Area (Main Stream No. 1) = 106.50(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 61.551(CFS) Half street flow at end of street = 30.775(CFS) Depth of flow = 0.715(Ft.), Average velocity = 3.606(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.42(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1038.600(Ft.) Downstream point/station elevation = 1034.600(Ft.) Pipe length = 800.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 61.551(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 61.551(CFS) Normal flow depth in pipe = 30.14(In.) Flow top width inside pipe = 37.81(In.) Critical Depth = 29.50(In.) Pipe flow velocity = 8.32(Ft/s) Travel time through pipe = 1.60 min. Time of concentration (TC) = 27.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 70.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 34.000(Ac.) Runoff from this stream = 61.551(CFS) Time of concentration = 27.57 min. Rainfall intensity = 2.153(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) ` Area averaged Pervious ratio (Ap) = 0.5000 3257 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 333.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1053.200(Ft.) Bottom (of initial area) elevation = 1048.200(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 11.609(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 333.000 to Point/Station 334.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.200(Ft.) End of street segment elevation = 1045.600(Ft.) Length of street segment = 520.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.897(CFS) Depth of flow = 0.504(Ft.), Average velocity = 2.455(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.46(Ft/s) Travel time = 3.53 min. TC = 21.32 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) ,,mow Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 3ZG Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.512(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.821 Subarea runoff = 15.203(CFS) for 8.000(Ac.) Total runoff = 26.813(CFS) Effective area this stream = 13.00(Ac.) Total Study Area (Main Stream No. 1) = 119.50(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 26.813(CFS) Half street flow at end of street = 13.406(CFS) Depth of flow = 0.539(Ft.), Average velocity = 2.711(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 334.000 to Point/Station 334.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 13.000(Ac.) Runoff from this stream = 26.813(CFS) Time of concentration = 21.32 min. Rainfall intensity = 2.512(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) s" Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 336.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1053.200(Ft.) Bottom (of initial area) elevation = 1048.200(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 13.931(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) 327 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ :Ao"'^ Process from Point/Station 336.000 to Point/Station 337.000 NOW **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.200(Ft.) End of street segment elevation = 1045.600(Ft.) Length of street segment = 520.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 29.023(CFS) Depth of flow = 0.551(Ft.), Average velocity = 2.797(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.80(Ft/s) Travel time = 3.10 min. TC = 20.89 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.543(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.822 Subarea runoff = 25.787(CFS) for 13.000(Ac.) Total runoff = 39.719(CFS) Effective area this stream = 19.00(Ac.) Total Study Area (Main Stream No. 1) = 138.50(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 39.719(CFS) Half street flow at end of street = 19.859(CFS) Depth of flow = 0.605(Ft.), Average velocity = 3.168(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 337.000 to Point/Station 337.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 19.000(Ac.) Runoff from this stream = 39.719(CFS) Time of concentration = 20.89 min. Rainfall intensity = 2.543(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) 328 Total of 4 streams to confluence: Flow rates before confluence point: 276.446 61.551 26.813 39.719 Maximum flow rates at confluence using above data: 396.068 370.916 387.048 385.123 Area of streams before confluence: 129.334 34.000 13.000 19.000 Effective area values after confluence: 191.189 195.334 172.195 169.091 Results of confluence: Total flow rate = 396.068(CFS) Time of concentration = 24.208 min. Effective stream area after confluence = 191.189(Ac.) Stream Area average Pervious fraction(Ap) = 0.477 Stream Area average soil loss rate(Fm) = 0.210(In/Hr) Study area (this main stream) = 195.33(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1034.600(Ft.) Downstream point/station elevation = 1030.600(Ft.) Pipe length = 800.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 396.068(CFS) Given pipe size = 102.00(In.) - Calculated individual pipe flow - 396.068(CFS) ` Normal flow depth in pipe = 52.36(In.) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 276.446 24.21 2.327 2 61.551 27.57 2.153 3 26.813 21.32 2.512 4 39.719 20.89 2.543 Qmax(1) _ 1.000 * 1.000 * 276.446) + 1.090 * 0.878 * 61.551) + 0.920 * 1.000 * 26.813) + 0.907 * 1.000 * 39.719) + = 396.068 Qmax(2) _ 0.918 * 1.000 * 276.446) + 1.000 * 1.000 * 61.551) + 0.843 * 1.000 * 26.813) + 0.832 * 1.000 * 39.719) + = 370.916 Qmax(3) _ 1.087 * 0.881 * 276.446) + 1.186 * 0.773 * 61.551) + 1.000 * 1.000 * 26.813) + 0.987 * 1.000 * 39.719) + = 387.048 Qmax (4 ) _ 1.101 * 0.863 * 276.446) + 1.202 * 0.758 * 61.551) + 1.014 * 0.980 * 26.813) + 1.000 * 1.000 * 39.719) + = 385.123 Total of 4 streams to confluence: Flow rates before confluence point: 276.446 61.551 26.813 39.719 Maximum flow rates at confluence using above data: 396.068 370.916 387.048 385.123 Area of streams before confluence: 129.334 34.000 13.000 19.000 Effective area values after confluence: 191.189 195.334 172.195 169.091 Results of confluence: Total flow rate = 396.068(CFS) Time of concentration = 24.208 min. Effective stream area after confluence = 191.189(Ac.) Stream Area average Pervious fraction(Ap) = 0.477 Stream Area average soil loss rate(Fm) = 0.210(In/Hr) Study area (this main stream) = 195.33(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1034.600(Ft.) Downstream point/station elevation = 1030.600(Ft.) Pipe length = 800.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 396.068(CFS) Given pipe size = 102.00(In.) - Calculated individual pipe flow - 396.068(CFS) ` Normal flow depth in pipe = 52.36(In.) @4 Flow top width inside pipe = 101.96(In.) Critical Depth = 59.61(In.) Pipe flow velocity = 13.51(Ft/s) Travel time through pipe = 0.99 min. Time of concentration (TC) = 25.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 191.189(Ac.) Runoff from this stream = 396.068(CFS) Time of concentration = 25.19 min. Rainfall intensity = 2.272(In/Hr) Area averaged loss rate (Fm) = 0.2099(In/Hr) Area averaged Pervious ratio (Ap) = 0.4772 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 338.000 to Point/Station 339.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1056.000(Ft.) Bottom (of initial area) elevation = 1051.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 14.410(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) 0.044(In/Hr) year storm is C = 0.888 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 339.000 to Point/Station 340.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1051.000(Ft.) End of street segment elevation = 1048.600(Ft.) Length of street segment = 480.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street 329 33o Distance from curb to property line = 10.000(Ft.) r.�► Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 27.379(CFS) Depth of flow = 0.542(Ft.), Average velocity = 2.733(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.73(Ft/s) Travel time = 2.93 min. TC = 16.83 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.895(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.886 Subarea runoff = 21.508(CFS) for 9.000(Ac.) Total runoff = 35.918(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 1) = 152.50(Ac.) r� Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 35.918(CFS) Half street flow at end of street = 17.959(CFS) Depth of flow = 0.586(Ft.), Average velocity = 3.044(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 14.000(Ac.) Runoff from this stream = 35.918(CFS) Time of concentration = 16.83 min. Rainfall intensity = 2.895(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 396.068 25.19 2.272 2 35.918 16.83 2.895 Qmax(1) _ 1.000 * 1.000 * 396.068) + 0.782 * 1.000 * 35.918) + = 424.142 Qmax(2) _ 1.302 * 0.668 * 396.068) + DOOR- 1.000 * 1.000 * 35.918) + = 380.324 Total of 2 streams to confluence: Flow rates before confluence point: 396.068 35.918 Maximum flow rates at confluence using above data: 424.142 380.324 Area of streams before confluence: 191.189 14.000 Effective area values after confluence: 205.189 141.706 Results of confluence: Total flow rate = 424.142(CFS) Time of concentration = 25.195 min. Effective stream area after confluence = 205.189(Ac.) Stream Area average Pervious fraction(Ap) = 0.451 Stream Area average soil loss rate(Fm) = 0.199(In/Hr) Study area (this main stream) = 205.19(Ac.) End of computations, Total Study Area = 234.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.450 Area averaged SCS curve number = 56.0 �"" 33( 4oc INE rP3 4o San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/05/05 ------------------------------------------------------------------------ FONTANA / LINE P3 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 -------------------------------------7---------------------------------- ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 410.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1860.000(Ft.) Bottom (of initial area) elevation = 1460.000(Ft.) Difference in elevation = 400.000(Ft.) Slope = 0.40000 s(%)= 40.00 TC = k(0.525)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 9.994 min. Rainfall intensity = 3.957(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.868 Subarea runoff = 25.765(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 411.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** J001 - Estimated mean flow rate at midpoint of channel = 57.542(CFS) Depth of flow = 0.275(Ft.), Average velocity = 10.312(Ft/s) 402 ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 20.00 0.00 3 40.00 0.00 4 60.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 57.543(CFS) ' flow top width = 20.550(Ft.) velocity= 10.312(Ft/s) ' area = 5.580(Sq.Ft) Froude number = 3.487 Upstream point elevation = 1460.000(Ft.) Downstream point elevation = 1300.000(Ft.) Flow length = 470.000(Ft.) Travel time = 0.76 min. Time of concentration = 10.75 min. Depth of flow = 0.275(Ft.) Average velocity = 10.312(Ft/s) Total irregular channel flow = 57.542(CFS) Irregular channel normal depth above invert elev. = 0.275(Ft.) Average velocity of channel(s) = 10.312(Ft/s) Sub -Channel No. 1 Critical depth = 0.633(Ft.) ' Critical flow top width = 21.266(Ft.) Critical flow velocity= 4.407(Ft/s) ' Critical flow area = 13.057(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.787(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867 Subarea runoff = 59.572(CFS) for 18.500(Ac.) Total runoff = 85.338(CFS) Effective area this stream = 26.00(Ac.) Total Study Area (Main Stream No. 1) = 26.00(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 412.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 118.160(CFS) Depth of flow = 0.510(Ft.), Average velocity = 11.301(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- On%. Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 403 1 0.00 20.00 2 20.00 0.00 3 40.00 0.00 4 60.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 118.160(CFS) 'I flow top width = 21.020(Ft.) ' I velocity= 11.301(Ft/s) ' area = 10.455(Sq.Ft) ' Froude number = 2.824 Upstream point elevation = 1300.000(Ft.) Downstream point elevation = 1180.000(Ft.) Flow length = 650.000(Ft.) Travel time = 0.96 min. Time of concentration = 11.71 min. Depth of flow = 0.510(Ft.) Average velocity = 11.301(Ft/s) Total irregular channel flow = 118.160(CFS) Irregular channel normal depth above invert elev. = 0.510(Ft.) Average velocity of channel(s) = 11.301(Ft/s) Sub -Channel No. 1 Critical depth = 1.016(Ft.) ' Critical flow top width = 22.031(Ft.) Critical flow velocity= 5.536(Ft/s) Critical flow area = 21.344(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.598(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865 Subarea runoff = 57.814(CFS) for 20.000(Ac.) Total runoff = 143.152(CFS) Effective area this stream = 46.00(Ac.) Total Study Area (Main Stream No. 1) = 46.00(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 77.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1152.000(Ft.) Downstream point/station elevation = 1122.500(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 143.152(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 45.103(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 54.794(Ft.) ,,, Minor friction loss = 19.809(Ft.) K -factor = 1.50 Critical depth could not be calculated. AWN, Pipe flow velocity = 29.16(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 11.97 min. IN ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 77.000 to Point/Station 77.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 46.000(Ac.) Runoff from this stream = 143.152(CFS) Time of concentration = 11.97 min. Rainfall intensity = 3.551(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 414.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1163.300(Ft.) Bottom (of initial area) elevation = 1129.000(Ft.) Difference in elevation = 34.300(Ft.) Slope = 0.06860 s(%)= 6.86 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.985 min. Rainfall intensity = 4.528(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 17.446(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) 0.220(In/Hr) year storm is C = 0.856 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t++++++ Process from Point/Station 414.000 to Point/Station 414.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.500(Ac.) Runoff from this stream = 17.446(CFS) Time of concentration = 7.98 min. Rainfall intensity = 4.528(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity cm, No. (CFS) (min) (In/Hr) 11%W 1 143.152 11.97 3.551 2 17.446 7.98 4.528 Qmax(1) = 1.000 * 1.000 * 143.152) + 0.773 * 1.000 * 17.446) + = 156.643 Qmax(2) = 1.286 * 0.667 * 143.152) + 1.000 * 1.000 * 17.446) + = 140.275 Total of 2 streams to confluence: Flow rates before confluence point: 143.152 17.446 Maximum flow rates at confluence using above data: 156.643 140.275 Area of streams before confluence: 46.000 4.500 Effective area values after confluence: 50.500 35.187 Results of confluence: Total flow rate = 156.643(CFS) Time of concentration = 11.970 min. Effective stream area after confluence = 50.500(Ac.) Stream Area average Pervious fraction(Ap) = 0.955 Stream Area average soil loss rate(Fm) = 0.147(In/Hr) Study area (this main stream) = 50.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 77.000 to Point/Station 78.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1122.500(Ft.) Downstream point/station elevation = 1090.500(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 156.643(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 156.643(CFS) Normal flow depth in pipe = 26.06(In.) Flow top width inside pipe = 36.73(In.) Critical depth could not be calculated. Pipe flow velocity = 26.59(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 12.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 78.000 to Point/Station 78.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 50.500(Ac.) Runoff from this stream = 156.643(CFS) Time of concentration = 12.31 min. Rainfall intensity = 3.491(In/Hr) Area averaged loss rate (Fm) = 0.1471(In/Hr) Area averaged Pervious ratio (Ap) = 0.9554 @4 405 40G ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 1129.000(Ft.) Bottom (of initial area) elevation = 1097.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.05818 s(%)= 5.82 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.573 min. Rainfall intensity = 4.339(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.854 Subarea runoff = 25.947(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 00m, **** CONFLUENCE OF MINOR STREAMS **** ,%UW Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 25.947(CFS) Time of concentration = 8.57 min. Rainfall intensity = 4.339(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 418.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 1420.000(Ft.) Bottom (of initial area) elevation = 1120.000(Ft.) Difference in elevation = 300.000(Ft.) Slope = 0.46154 s(%)= 46.15 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Now, Initial area time of concentration = 8.175 min. 407 Rainfall intensity = 4.464(In/Hr) for a 100.0 year storm ,�•. Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 rrr Subarea runoff = 38.917(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 418.000 to Point/Station 418.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 10.000(Ac.) Runoff from this stream = 38.917(CFS) Time of concentration = 8.17 min. Rainfall intensity = 4.464(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 156.643 12.31 3.491 2 25.947 8.57 4.339 3 38.917 8.17 4.464 Qmax(1) _ 1.000 * 1.000 * 156.643) + ,ow"- 0.794 * 1.000 * 25.947) + 0.775 * 1.000 * 38.917) + = 207.413 Qmax(2) _ 1.253 * 0.696 * 156.643) + 1.000 * 1.000 * 25.947) + 0.971 * 1.000 * 38.917) + = 200.418 Qmax(3) _ 1.291 * 0.664 * 156.643) + 1.030 * 0.954 * 25.947) + 1.000 * 1.000 * 38.917) + = 198.654 Total of 3 streams to confluence: Flow rates before confluence point: 156.643 25.947 38.917 Maximum flow rates at confluence using above data: 207.413 200.418 198.654 Area of streams before confluence: 50.500 7.000 10.000 Effective area values after confluence: 67.500 52.157 50.199 Results of confluence: Total flow rate = 207.413(CFS) Time of concentration = 12.314 min. Effective stream area after confluence = 67.500(Ac.) Stream Area average Pervious fraction(Ap) = 0.915 Stream Area average soil loss rate(Fm) = 0.154(In/Hr) Study area (this main stream) = 67.50(Ac.) 1.00`++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ N#AW,, Process from Point/Station 78.000 to Point/Station 79.000 N **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1090.500(Ft.) Downstream point/station elevation = 1060.200(Ft.) Pipe length = 900.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 207.413(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 207.413(CFS) Normal flow depth in pipe = 32.11(In.) Flow top width inside pipe = 45.18(In.) Critical depth could not be calculated. Pipe flow velocity = 23.24(Ft/s) Travel time through pipe = 0.65 min. Time of concentration (TC) = 12.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 79.000 to Point/Station 79.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 67.500(Ac.) Runoff from this stream = 207.413(CFS) Time of concentration = 12.96 min. Rainfall intensity = 3.386(In/Hr) Area averaged loss rate (Fm) = 0.1536(In/Hr) Area averaged Pervious ratio (Ap) = 0.9148 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 420.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1850.000(Ft.) Bottom (of initial area) elevation = 1320.000(Ft.) Difference in elevation = 530.000(Ft.) Slope = 0.53000 s(%)= 53.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.447 min. Rainfall intensity = 4.093(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 33.798(CFS) Total initial stream area = 9.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) 0.140(In/Hr) year storm is C = 0.869 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 421.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** 40$ 401 Estimated mean flow rate at midpoint of channel = 50.697(CFS) Depth of flow = 0.989(Ft.), Average velocity = 13.832(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 100.00 0.00 3 150.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 50.697(CFS) ' flow top width = 7.415(Ft.) velocity= 13.832(Ft/s) area = 3.665(Sq.Ft) ' Froude number = 3.467 Upstream point elevation = 1320.000(Ft.) Downstream point elevation = 1140.000(Ft.) Flow length = 630.000(Ft.) Travel time = 0.76 min. Time of concentration = 10.21 min. Depth of flow = 0.989(Ft.) Average velocity = 13.832(Ft/s) Total irregular channel flow = 50.697(CFS) Irregular channel normal depth above invert elev. = 0.989(Ft.) Average velocity of channel(s) = 13.832(Ft/s) Sub -Channel No. 1 Critical depth = 1.625(Ft.) ' Critical flow top width = 12.188(Ft.) +�+ Critical flow velocity= 5.120(Ft/s) ' Critical flow area = 9.902(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.908(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.868 Subarea runoff = 30.626(CFS) for 9.500(Ac.) Total runoff = 64.424(CFS) Effective area this stream = 19.00(Ac.) Total Study Area (Main Stream No. 1) = 86.50(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 422.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 86.464(CFS) Depth of flow = 1.224(Ft.), Average velocity = 9.235(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 100.00 0.00 3 250.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 86.465(CFS) 'I flow top width = 15.299(Ft.) ' I velocity= 9.235(Ft/s) 'I area = 9.362(Sq.Ft) ' Froude number = 2.081 Upstream point elevation = 1140.000(Ft.) Downstream point elevation = 1064.000(Ft.) Flow length = 820.000(Ft.) Travel time = 1.48 min. Time of concentration = 11.69 min. Depth of flow = 1.224(Ft.) Average velocity = 9.235(Ft/s) Total irregular channel flow = 86.464(CFS) Irregular channel normal depth above invert elev. = 1.224(Ft.) Average velocity of channel(s) = 9.235(Ft/s) Sub -Channel No. 1 Critical depth = 1.641(Ft.) ' Critical flow top width = 20.508(Ft.) ' Critical flow velocity= 5.140(Ft/s) ' Critical flow area = 16.823(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea ,+. Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.603(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865 Subarea runoff = 35.299(CFS) for 13.000(Ac.) Total runoff = 99.724(CFS) Effective area this stream = 32.00(Ac.) Total Study Area (Main Stream No. 1) = 99.50(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 422.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 32.000(Ac.) Runoff from this stream = 99.724(CFS) Time of concentration = 11.69 min. Rainfall intensity = 3.603(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity N im R! No. (CFS) 1 207.413 2 99.724 Qmax(1) _ 1.000 * 0.937 * Qmax (2 ) _ 1.067 * 1.000 * (min) (In/Hr) 12.96 3.386 11.69 3.603 1.000 * 207.413) + 1.000 * 99.724) + = 300.892 0.902 * 207.413) + 1.000 * 99.724) + = 299.298 Total of 2 streams to confluence: Flow rates before confluence point: 207.413 99.724 Maximum flow rates at confluence using above data: 300.892 299.298 Area of streams before confluence: 67.500 32.000 Effective area values after confluence: 99.500 92.866 Results of confluence: Total flow rate = 300.892(CFS) Time of concentration = 12.960 min. Effective stream area after confluence = 99.500(Ac.) Stream Area average Pervious fraction(Ap) = 0.942 Stream Area average soil loss rate(Fm) = 0.149(In/Hr) Study area (this main stream) = 99.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 79.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1052.000(Ft.) Downstream point/station elevation = 1040.200(Ft.) Pipe length = 440.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 300.892(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 300.892(CFS) Normal flow depth in pipe = 41.34(In.) Flow top width inside pipe = 45.75(In.) Critical depth could not be calculated. Pipe flow velocity = 23.01(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 13.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 99.500(Ac.) Runoff from this stream = 300.892(CFS) Time of concentration = 13.28 min. Rainfall intensity = 3.337(In/Hr) Area averaged loss rate (Fm) = 0.1493(In/Hr) Area averaged Pervious ratio (Ap) = 0.9422 Ott 5 8 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 424.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1102.500(Ft.) Bottom (of initial area) elevation = 1060.500(Ft.) Difference in elevation = 42.000(Ft.) Slope = 0.04200 s(%)= 4.20 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.623 min. Rainfall intensity = 3.614(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 27.496(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) 0.220(In/Hr) year storm is C = 0.845 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 424.000 to Point/Station 425.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1060.500(Ft.) End of street segment elevation = 1049.000(Ft.) Length of street segment = 800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 50.408(CFS) Depth of flow = 0.555(Ft.), Average velocity = 4.788(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 4.79(Ft/s) Travel time = 2.78 min. TC = 14.41 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 417 413 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 r Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 3.177(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.838 Subarea runoff = 36.386(CFS) for 15.000(Ac.) Total runoff = 63.882(CFS) Effective area this stream = 24.00(Ac.) Total Study Area (Main Stream No. 1) = 123.50(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 63.882(CFS) Half street flow at end of street = 31.941(CFS) Depth of flow = 0.595(Ft.), Average velocity = 5.260(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 425.000 to Point/Station 425.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 24.000(Ac.) Runoff from this stream = 63.882(CFS) Time of concentration = 14.41 min. Rainfall intensity = 3.177(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Iowa, Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 300.892 13.28 3.337 2 63.882 14.41 3.177 Qmax(1) _ 1.000 * 1.000 * 300.892) + 1.054 * 0.922 * 63.882) + = 362.943 Qmax(2) _ 0.950 * 1.000 * 300.892) + 1.000 * 1.000 * 63.882) + = 349.731 Total of 2 streams to confluence: Flow rates before confluence point: 300.892 63.882 Maximum flow rates at confluence using above data: 362.943 349.731 Area of streams before confluence: 99.500 24.000 Effective area values after confluence: 121.620 123.500 Results of confluence: Total flow rate = 362.943(CFS) Time of concentration = 13.279 min. Effective stream area after confluence = 121.620(Ac.) Stream Area average Pervious fraction(Ap) = 0.856 Stream Area average soil loss rate(Fm) = 0.163(In/Hr) Study area (this main stream) = 123.50 (Ac. ) ',,. End of computations, Total Study Area = 123.50 (Ac.) 414 The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.856 Area averaged SCS curve number = 71.7 SINE 0P20 IN m 501 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/05/05 ------------------------------------------------------------------------ FONTANA / LINE P2 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 501.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1620.000(Ft.) Bottom (of initial area) elevation = 1350.000(Ft.) Difference in elevation = 270.000(Ft.) Slope = 0.27000 s(%)= 27.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.812 min. Rainfall intensity = 3.775(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.867 Subarea runoff = 19.628(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 502.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 34�349(CFS) Depth of flow = 0.739(Ft.), Average velocity = 12.581(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 100.00 0.00 3 200.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 34.349(CFS) flow top width = 7.389(Ft.) ' velocity= 12.581(Ft/s) area = 2.730(Sq.Ft) ' Froude number = 3.648 Upstream point elevation = 1350.000(Ft.) Downstream point elevation = 1180.000(Ft.) Flow length = 500.000(Ft.) Travel time = 0.66 min. Time of concentration = 11.47 min. Depth of flow = 0.739(Ft.) Average velocity = 12.581(Ft/s) Total irregular channel flow = 34.349(CFS) Irregular channel normal depth above invert elev. = 0.739(Ft.) Average velocity of channel(s) = 12.581(Ft/s) Sub -Channel No. 1 Critical depth = 1.242(Ft.) ' Critical flow top width = 12.422(Ft.) ' Critical flow velocity= 4.452(Ft/s) ' Critical flow area = 7.715(Sq.Ft) Adding area flow to channel �wrir+UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.642(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865 Subarea runoff = 27.656(CFS) for 9.000(Ac.) Total runoff = 47.283(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 15.00(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 83.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1167.600(Ft.) Downstream point/station elevation = 1126.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 47.283(CFS) Given pipe size = 24.00(In.) �., Calculated individual pipe flow = 47.283(CFS) Normal flow depth in pipe = 16.73(In.) So; Flow top width inside pipe = 22.05(In.) ,. Critical depth could not be calculated. Pipe flow velocity = 20.23(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 12.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 83.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.000(Ac.) Runoff from this stream = 47.283(CFS) Time of concentration = 12.02 min. Rainfall intensity = 3.543(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1520.000(Ft.) Bottom (of initial area) elevation = 1180.000(Ft.) Difference in elevation = 340.000(Ft.) Slope = 0.34000 s(%)= 34.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.324 min. Rainfall intensity = 3.881(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.868 Subarea runoff = 33.666(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 505.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1167.600(Ft.) End of street segment elevation = 1126.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Aoft, Slope from grade break to crown (v/hz) = 0.020 �*ftw Street flow is on [2] side(s) of the street 564 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 505.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.000(Ac.) Runoff from this stream = 36.950(CFS) Time of concentration = 11.84 min. Rainfall intensity = 3.575(In/Hr) Area averaged loss rate (Fm) = 0.1533(In/Hr) Area averaged Pervious ratio (Ap) = 0.9167 Summary of stream data: Stream Distance from curb to property line = 10.000(Ft.) TC Slope from curb to property line (v/hz) = 0.020 Rainfall Intensity Gutter width = 1.500(Ft.) (CFS) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 1 Manning's N from gutter to grade break = 0.0150 12.02 Manning's N from grade break to crown = 0.0150 3.543 Estimated mean flow rate at midpoint of street = 37.032(CFS) 36.950 Depth of flow = 0.410(Ft.), Average velocity = 7.262(Ft/s) Streetflow hydraulics at midpoint of street travel: Qmax(1) Halfstreet flow width = 15.743(Ft.) Flow velocity = 7.26(Ft/s) Travel time = 1.51 min. TC = 11.84 min. 1.000 * Adding area flow to street 47.283) RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 1.000 * Decimal fraction soil group B = 1.000 + = 83.888 Decimal fraction soil group C = 0.000 _ Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 0.985 * 1.000 * Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) + + = 83.968 Rainfall intensity = 3.575(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.861 Subarea runoff = 3.284(CFS) for 2.000(Ac.) Total runoff = 36.950(CFS) Effective area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 27.00(Ac.) Area averaged Fm value = 0.153(In/Hr) Street flow at end of street = 36.950(CFS) Half street flow at end of street = 18.475(CFS) Depth of flow = 0.410(Ft.), Average velocity = 7.258(Ft/s) Flow width (from curb towards crown)= 15.730(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 505.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.000(Ac.) Runoff from this stream = 36.950(CFS) Time of concentration = 11.84 min. Rainfall intensity = 3.575(In/Hr) Area averaged loss rate (Fm) = 0.1533(In/Hr) Area averaged Pervious ratio (Ap) = 0.9167 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 47.283 12.02 3.543 2 36.950 11.84 3.575 Qmax(1) _ 1.000 * 1.000 * 47.283) + 0.991 * 1.000 * 36.950) + = 83.888 Qmax(2) _ 1.009 * 1.000 * 0.985 * 1.000 * 47.283) 36.950) + + = 83.968 60� Total of 2 streams to confluence: Flow rates before confluence point: 47.283 36.950 Maximum flow rates at confluence using above data: 83.888 83.968 Area of streams before confluence: 15.000 12.000 Effective area values after confluence: 27.000 26.777 Results of confluence: Total flow rate = 83.968(CFS) Time of concentration = 11.839 min. Effective stream area after confluence = 26.777(Ac.) Stream Area average Pervious fraction(Ap) = 0.963 Stream Area average soil loss rate(Fm) = 0.146(In/Hr) Study area (this main stream) = 27.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 85.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1126.000(Ft.) Downstream point/station elevation = 1092.300(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 83.968(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 83.968(CFS) Normal flow depth in pipe = 17.16(In.) �.._ Flow top width inside pipe = 35.96(In.) Critical Depth = 33.65(In.) '"�•' Pipe flow velocity = 25.29(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 12.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 85.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number:.l Effective stream flow area = 26.777(Ac.) Total study area this main stream = 27.000(Ac.) Runoff from this stream = 83.968(CFS) Time of concentration = 12.14 min. Rainfall intensity = 3.522(In/Hr) Area averaged loss rate (Fm) = 0.1459(In/Hr) Area averaged Pervious ratio (Ap) = 0.9630 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 507.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Soy Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 rr' Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 2040.000(Ft.) Bottom (of initial area) elevation = 1680.000(Ft.) Difference in elevation = 360.000(Ft.) Slope = 0.36000 s(%)= 36.00 TC = k(0.525)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 10.207 min. Rainfall intensity = 3.907(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.868 Subarea runoff = 27.125(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 508.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 47.469(CFS) Depth of flow = 1.066(Ft.), Average velocity = 16.723(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate „..• 1 0.00 20.00 2 50.00 0.00 3 100.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 47.469(CFS) ' I flow top width = 5.328(Ft.) ' I velocity= 16.723(Ft/s) ' ' area = 2.839(Sq.Ft) ' Froude number = 4.037 Upstream point elevation = 1680.000(Ft.) Downstream point elevation = 1450.000(Ft.) Flow length = 580.000(Ft.) Travel time = 0.58 min. Time of concentration = 10.79 min. Depth of flow = 1.066(Ft.) Average velocity = 16.723(Ft/s) Total irregular channel flow = 47.469(CFS) Irregular channel normal depth above invert elev. = 1.066(Ft.) Average velocity of channel(s) = 16.723(Ft/s) Sub -Channel No. 1 Critical depth = 1.859(Ft.) ' Critical flow top width = 9.297(Ft.) ' Critical flow velocity= 5.492(Ft/s) Critical flow area = 8.643(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea .0**. Decimal fraction soil group A = 0.000 vftw Decimal fraction soil group B = 1.000 50; Decimal fraction soil group C = 0.000 0004- Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.780(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867 Subarea runoff = 38.401(CFS) for 12.000(Ac.) Total runoff = 65.526(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 2) = 20.00(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 509.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 110.575(CFS) Depth of flow = 1.532(Ft.), Average velocity = 18.838(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 50.00 0.00 3 100.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- ��.••. Sub -Channel flow = 110.575(CFS) ' flow top width = 7.662(Ft.) ' velocity= 18.837(Ft/s) ' area = 5.870(Sq.Ft) ' Froude number = 3.793 Upstream point elevation = 1450.000(Ft.) Downstream point elevation = 1140.000(Ft.) Flow length = 1000.000(Ft.) Travel time = 0.88 min. Time of concentration = 11.67 min. Depth of flow = 1.532(Ft.) Average velocity = 18.838(Ft/s) Total irregular channel flow = 110.575(CFS) Irregular channel normal depth above invert elev. = 1.532(Ft.) Average velocity of channel(s) = 18.838(Ft/s) Sub -Channel No. 1 Critical depth = 2.609(Ft.) ' Critical flow top width = 13.047(Ft.) Critical flow velocity= 6.496(Ft/s) Critical flow area = 17.022(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.606(In/Hr) for a 100.0 year storm d"* Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865 `%W Subarea runoff = 82.631(CFS) for 27.500(Ac.) Total runoff = 148.157(CFS) Effective area this stream = 47.50(Ac.) Total Study Area (Main Stream No. 2) = 47.50(Ac.) Area averaged Fm value = 0.140(In/Hr) N IN, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 47.500(Ac.) Runoff from this stream = 148.157(CFS) Time of concentration = 11.67 min. Rainfall intensity = 3.606(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 511.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1560.000(Ft.) Bottom (of initial area) elevation = 1180.000(Ft.) Difference in elevation = 380.000(Ft.) Slope = 0.38000 s(%)= 38.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.097 min. Rainfall intensity = 3.933(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 32.428(CFS) Total initial stream area = 9.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) 0.140(In/Hr) year storm is C = 0.868 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 511.000 to Point/Station 512.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1180.000(Ft.) Downstream point elevation = 1140.000(Ft.) Channel length thru subarea = 530.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 508 Estimated mean flow rate at midpoint of channel = 74.244(CFS) /...., Manning' s 'N' = 0.015 - Maximum depth of channel - 2.000(Ft.) Flow(q) thru subarea = 74.244(CFS) Depth of flow = 1.558(Ft.), Average velocity = 20.385(Ft/s) Channel flow top width = 4.675(Ft.) Flow Velocity = 20.39(Ft/s) Travel time = 0.43 min. Time of concentration = 10.53 min. Critical depth = 2.688(Ft.) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.835(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method')(Q=KCIA) is C = 0.867 Subarea runoff = 80.635(CFS) for 24.500(Ac.) Total runoff = 113.063(CFS) Effective area this stream = 34.00(Ac.) Total Study Area (Main Stream No. 2) = 81.50(Ac.) Area averaged Fm value = 0.140(In/Hr) N ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 34.000(Ac.) Runoff from this stream = 113.063(CFS) Time of concentration = 10.53 min. Rainfall intensity = 3.835(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 148.157 11.67 3.606 2 113.063 10.53 3.835 Qmax(1) _ 1.000 * 1.000 * 148.157) + 0.938 * 1.000 * 113.063) + = 254.205 Qmax(2) _ 1.066 * 0.902 * 148.157) + 1.000 * 1.000 * 113.063) + = 255.599 Total of 2 streams to confluence: Flow rates before confluence point: 148.157 113.063 Maximum flow rates at confluence using above data: 254.205 255.599 Area of streams before confluence: 564 S to 47.500 34.000 Effective area values after confluence: 81.500 76.863 Results of confluence: Total flow rate = 255.599(CFS) Time of concentration = 10.531 min. Effective stream area after confluence = 76.863(Ac.) Stream Area average Pervious fraction(Ap) = 1.000 Stream Area average soil loss rate(Fm) = 0.140(In/Hr) Study area (this main stream) = 81.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 84.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1137.500(Ft.) Downstream point/station elevation = 1110.000(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 255.599(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 210.337(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 174.685(Ft.) Minor friction loss = 63.151(Ft.) K -factor = 1.50 Pipe flow velocity = 52.07(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 10.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 76.863(Ac.) Runoff from this stream = 255.599(CFS) Time of concentration = 10.67 min. Rainfall intensity = 3.804(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 514.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top -(of initial area) elevation = 1770.000(Ft.) Bottom (of initial area) elevation = 1460.000(Ft.) Difference in elevation = 310.000(Ft.) 151( Slope = 0.31000 s(%)= 31.00 1-"" TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.517 min. Rainfall intensity = 3.838(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.867 Subarea runoff = 23.297(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 514.000 to Point/Station 515.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 34.945(CFS) Depth of flow = 0.656(Ft.), Average velocity = 10.827(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 150.00 0.00 3 300.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 34.945(CFS) ' flow top width = 9.840(Ft.) ' velocity= 10.827(Ft/s) area = 3.227(Sq.Ft) ' Froude number = 3.332 Upstream point elevation = 1460.000(Ft.) Downstream point elevation = 1140.000(Ft.) Flow length = 1100.000(Ft.) Travel time = 1.69 min. Time of concentration = 12.21 min. Depth of flow = 0.656(Ft.) Average velocity = 10.827(Ft/s) Total irregular channel flow = 34.945(CFS) Irregular channel normal depth above invert elev. = 0.656(Ft.) Average velocity of channel(s) = 10.827(Ft/s) Sub -Channel No. 1 Critical depth = 1.063(Ft.) Critical flow top width = 15.938(Ft.) Critical flow velocity= 4.127(Ft/s) Critical flow area = 8.467(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.509(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified Oak., rational method) (Q=KCIA) is C = 0.864 Subarea runoff = 19.154(CFS) for 7.000(Ac.) 50 Total runoff = 42.450(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 2) = 95.50(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 515.000 to Point/Station 84.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1119.100(Ft.) Downstream point/station elevation = 1111.400(Ft.) Pipe length = 280.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 42.450(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 51.453(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 45.712(Ft.) Minor friction loss = 13.441(Ft.) K -factor = 1.50 Pipe flow velocity = 24.02(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 12.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 14.000(Ac.) Runoff from this stream = 42.450(CFS) Time of concentration = 12.40 min. Rainfall intensity = 3.476(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 255.599 10.67 3.804 2 42.450 12.40 3.476 Qmax(1) _ 1.000 * 1.000 * 255.599) + 1.098 * 0.861 * 42.450) + = 295.718 Qmax(2) _ 0.911 * 1.000 * 255.599) + 1.000 * 1.000 * 42.450) + = 275.182 Total of 2 streams to confluence: Flow rates before confluence point: 255.599 42.450 Maximum flow rates at confluence using above data: 295.718 275.182 Area of streams before confluence: 76.863 14.000 Effective area values after confluence: 88.911 90.863 Results of confluence: S 13 Total flow rate = 295.718(CFS) Time of concentration = 10.675 min. Effective stream area after confluence = 88.911(Ac.) Stream Area average Pervious fraction(Ap) = 1.000 Stream Area average soil loss rate(Fm) = 0.140(In/Hr) Study area (this main stream) = 90.86(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 85.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1110.700(Ft.) Downstream point/station elevation = 1092.300(Ft.) Pipe length = 600.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 295.718(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 377.902(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 311.770(Ft.) Minor friction loss = 84.532(Ft.) K -factor = 1.50 Pipe flow velocity = 60.24(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 10.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 85.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 88.911(Ac.) Total study area this main stream = 95.500(Ac.) Runoff from this stream = 295.718(CFS) Time of concentration = 10.84 min. Rainfall intensity = 3.769(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 517.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1148.000(Ft.) Bottom (of initial area) elevation = 1101.000(Ft.) Difference in elevation = 47.000(Ft.) Slope = 0.04700 s(%)= 4.70 514 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.364 min. Rainfall intensity = 3.664(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.846 Subarea runoff = 21.695(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 517.000 to Point/Station 517.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Effective stream flow area = 7.000(Ac.) Total study area this main stream = 7.000(Ac.) Runoff from this stream = 21.695(CFS) Time of concentration = 11.36 min. Rainfall intensity = 3.664(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 83.968 12.14 3.522 mow. 2 295.718 10.84 3.769 3 21.695 11.36 3.664 Qmax (1) = 1.000 * 1.000 * 83.968) + 0.932 * 1.000 * 295.718) + 0.959 * 1.000 * 21.695) + = 380.382 Qmax(2) = 1.073 * 0.893 * 83.968) + 1.000 * 1.000 * 295.718) + 1.031 * 0.954 * 21.695) + = 397.535 Qmax(3) = 1.042 * 0.936 * 83.968) + 0.971 * 1.000 * 295.718) + 1.000 * 1.000 * 21.695) + = 390.773 Total of 3 main streams to confluence: Flow rates before confluence point: 84.968 296.718 22.695 Maximum flow rates at confluence using above data: 380.382 397.535 390.773 Effective Area of streams before confluence: 26.777 88.911 7.000 Effective area values after confluence: 122.688 119.508 120.985 Results of confluence: Total flow rate = 397.535(CFS) Time of concentration = 10.841 min. Effective stream area after confluence = 119.508(Ac.) Stream Area average Pervious fraction(Ap) = 0.963 Sts Stream Area average soil loss rate(Fm) = 0.146(In/Hr) Steam effective area = 122.69(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 86.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1092.300(Ft.) Downstream point/station elevation = 1059.300(Ft.) Pipe length = 950.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 397.535(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 240.629(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 220.142(Ft.) Minor friction loss = 53.486(Ft.) K -factor = 1.50 Pipe flow velocity = 47.92(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 11.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 86.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 119.508(Ac.) Runoff from this stream = 397.535(CFS) Time of concentration = 11.17 min. Rainfall intensity = 3.701(In/Hr) Area averaged loss rate (Fm) = 0.1459(In/Hr) Area averaged Pervious ratio (Ap) = 0.9634 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 518.000 to Point/Station 519.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1148.000(Ft.) Bottom (of initial area) elevation = 1101.000(Ft.) Difference in elevation = 47.000(Ft.) Slope = 0.04700 s(%)= 4.70 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 11.364 min. Rainfall intensity = 3.664(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.846 Subarea runoff = 26.344(CFS) A"*, Total initial stream area = 8.500(Ac.) '%Wr Pervious area fraction = 0.500 514 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 519.000 to Point/Station 520.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1101.000(Ft.) End of street segment elevation = 1066.500(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 39.516(CFS) Depth of flow = 0.450(Ft.), Average velocity = 6.118(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.771(Ft.) Flow velocity = 6.12(Ft/s) Travel time = 2.45 min. TC = 13.82 min. Adding area flow to street 1000' RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 3.258(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.839 Subarea runoff = 20.144(CFS) for 8.500(Ac.) Total runoff = 46.487(CFS) Effective area this stream = 17.00(Ac.) Total Study Area (Main Stream No. 1) = 24.00(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 46.487(CFS) Half street flow at end of street = 23.244(CFS) Depth of flow = 0.473(Ft.), Average velocity = 6.369(Ft/s) Flow width (from curb towards crown)= 18.917(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 520.000 to Point/Station 520.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 17.000(Ac.) Runoff from this stream = 46.487(CFS) Time of concentration = 13.82 min. Rainfall intensity = 3.258(In/Hr) 511 Area averaged loss rate (Fm) = 0.2200(In/Hr) ,�.`. Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 522.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1111.000(Ft.) Bottom (of initial area) elevation = 1101.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.486 min. Rainfall intensity = 3.043(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.835 Subarea runoff = 13.972(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 523.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1101.000(Ft.) End of street segment elevation = 1066.500(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 35.566(CFS) Depth of flow = 0.436(Ft.), Average velocity = 5.961(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.064(Ft.) Flow velocity = 5.96(Ft/s) Travel time = 2.52 min. TC = 18.00 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) ,,, Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 ^ Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.780(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.829 Subarea runoff = 37.865(CFS) for 17.000(Ac.) Total runoff = 51.838(CFS) Effective area this stream = 22.50(Ac.) Total Study Area (Main Stream No. 1) = 46.50(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 51.838(CFS) Half street flow at end of street = 25.919(CFS) Depth of flow = 0.489(Ft.), Average velocity = 6.542(Ft/s) Flow width (from curb towards crown)= 19.724(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 523.000 to Point/Station 523.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 22.500(Ac.) Runoff from this stream = 51.838(CFS) Time of concentration = 18.00 min. Rainfall intensity = 2.780(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ,,. Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 397.535 11.17 3.701 2 46.487 13.82 3.258 3 51.838 18.00 2.780 Qmax(1) _ 1.000 * 1.000 * 397.535) + 1.146 * 0.809 * 46.487) + 1.360 * 0.621 * 51.838) + = 484.351 Qmax(2) _ 0.875 * 1.000 * 397.535) + 1.000 * 1.000 * 46.487) + 1.187 * 0.767 * 51.838) + = 441.703 Qmax(3) _ 0.741 * 1.000 * 397.535) + 0.843 * 1.000 * 46.487) + 1.000 * 1.000 * 51.838) + = 385.501 Total of 3 streams to confluence: Flow rates before confluence point: 397.535 46.487 51.838 Maximum flow rates at confluence using above data: 484.351 441.703 385.501 Area of streams before confluence: 119.508 17.000 22.500 ,%me Effective area values after confluence: 511 147.215 153.775 159.008 Results of confluence: Total flow rate = 484.351(CFS) ,r Time of concentration = 11.171 min. Effective stream area after confluence = 147.215(Ac.) Stream Area average Pervious fraction(Ap) = 0.848 Stream Area average soil loss rate(Fm) = 0.164(In/Hr) Study area (this main stream) = 159.01(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 87.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1059.300(Ft.) Downstream point/station elevation = 1053.200(Ft.) Pipe length = 445.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 484.351(CFS) Given pipe size = 48.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 79.081(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 50.579(Ft.) Minor friction loss = 34.602(Ft.) K -factor = 1.50 Pipe flow velocity = 38.54(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 11.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 87.000 to Point/Station 87.000 **** CONFLUENCE OF MINOR STREAMS **** �r Along Main Stream number: 1 in normal stream number 1 Stream flow area = 147.215(Ac.) Runoff from this stream = 484.351(CFS) Time of concentration = 11.36 min. Rainfall intensity = 3.664(In/Hr) Area averaged loss rate (Fm) = 0.1643(In/Hr) Area averaged Pervious ratio (Ap) = 0.8483 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 524.000 to Point/Station 525.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1072.300(Ft.) Bottom (of initial area) elevation = 1065.000(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00973 s(%)= 0.97 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 52e Initial area time of concentration = 18.730 min. Rainfall intensity = 2.715(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.854 �Miwrr Subarea runoff = 20.854 (CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 525.000 to Point/Station 525.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 20.854(CFS) Time of concentration = 18.73 min. Rainfall intensity = 2.715(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 484.351 11.36 3.664 2 20.854 18.73 2.715 Qmax(1) _ 1.000 * 1.000 * 484.351) + 1.369 * 0.607 * 20.854) + = 501.668 Qmax(2) _ 0.729 * 1.000 * 484.351) + 1.000 * 1.000 * 20.854) + = 373.842 Total of 2 streams to confluence: Flow rates before confluence point: 484.351 20.854 Maximum flow rates at confluence using above data: 501.668 373.842 Area of streams before confluence: 147.215 9.000 Effective area values after confluence: 152.675 156.215 Results of confluence: Total flow rate = 501.668(CFS) Time of concentration = 11.363 min. Effective stream area after confluence = 152.675(Ac.) Stream Area average Pervious fraction(Ap) = 0.857 Stream Area average soil loss rate(Fm) = 0.163(In/Hr) Study area (this main stream) = 156.21(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 87.000 to Point/Station 88.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1050.900(Ft.) Downstream point/station elevation = 1033.600(Ft.) Pipe length = 370.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 501.668(CFS) Given pipe size = 54.00(In.) ,. NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 29.946(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 24.072(Ft.) Minor friction loss = 23.174(Ft.) K -factor = 1.50 Pipe flow velocity = 31.54(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 11.56 min. 5 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 152.675(Ac.) Runoff from this stream = 501.668(CFS) Time of concentration = 11.56 min. Rainfall intensity = 3.626(In/Hr) Area averaged loss rate (Fm) = 0.1629(In/Hr) Area averaged Pervious ratio (Ap) = 0.8570 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 526.000 to Point/Station 527.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1060.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 15.092(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) 0.220(In/Hr) year storm is C = 0.829 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 527.000 to Point/Station 527.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.500(Ac.) Runoff from this stream = 15.092(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.800(In/Hr) 521 @4 Pq Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 528.000 to Point/Station 529.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1060.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 15.092(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 529.000 to Point/Station 529.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 6.500(Ac.) Runoff from this stream = 15.092(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.800(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate No. (CFS) 1 501.668 2 15.092 3 15.092 Qmax(1) _ 1.000 * 1.320 * 1.320 * Qmax(2) _ 0.761 * 1.000 * 1.000 * Qmax(3) _ TC (min) 11.56 17.79 17.79 1.000 * 0.650 * 0.650 * 1.000 * 1.000 * 1.000 * Rainfall Intensity (In/Hr) 3.626 2.800 2.800 501.668) + 15.092) + 15.092) + _ 501.668) + 15.092) + 15.092) + _ 527.564 412.130 5 22 0.761 * 1.000 * 501.668) + 1.000 * 1.000 * 15.092) + 1.000 * 1.000 * 15.092) + = 412.130 Total of 3 streams to confluence: Flow rates before confluence point: 501.668 15.092 15.092 Maximum flow rates at confluence using above data: 527.564 412.130 412.130 Area of streams before confluence: 152.675 6.500 6.500 Effective area values after confluence: 161.122 165.675 165.675 Results of confluence: Total flow rate = 527.564(CFS) Time of concentration = 11.559 min. Effective stream area after confluence = 161.122(Ac.) Stream Area average Pervious fraction(Ap) = 0.829 Stream Area average soil loss rate(Fm) = 0.167(In/Hr) Study area (this main stream) = 165.68(Ac.) End of computations, Total Study Area = 191.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.839 Area averaged SCS curve number = 70.9 N 523 @1 i& m N San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/06/05 ----------------------------------------------------------------------- FONTANA / LINE P1 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1850.000(Ft.) Bottom (of initial area) elevation = 1300.000(Ft.) Difference in elevation = 550.000(Ft.) Slope = 0.55000 s(%)= 55.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.377 min. Rainfall intensity = 4.111(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.869 Subarea runoff = 21.445(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 38.422 (CFS Depth of flow = 0.659(Ft.), Average velocity = 10.099(Ft/s) 40f ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 150.00 0.00 3 350.00 20.00 Manning's 'N' friction factor = 0.035 Sub -Channel flow = 38.422(CFS) flow top width = 11.540(Ft.) ' velocity= 10.099(Ft/s) area = 3.805(Sq.Ft) ' Froude number = 3.099 Upstream point elevation = 1300.000(Ft.) Downstream point elevation = 1087.000(Ft.) Flow length = 850.000(Ft.) Travel time = 1.40 min. Time of concentration = 10.78 min. Depth of flow = 0.659(Ft.) Average velocity = 10.099(Ft/s) Total irregular channel flow = 38.422(CFS) Irregular channel normal depth above invert elev. = 0.659(Ft.) Average velocity of channel(s) = 10.099(Ft/s) Sub -Channel No. 1 Critical depth = 1.039(Ft.) ' Critical flow top width = 18.184(Ft.) Critical flow velocity= 4.067(Ft/s) ' Critical flow area = 9.447(Sq.Ft) `mow+ Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.781(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867 Subarea runoff = 29.352(CFS) for 9.500(Ac.) Total runoff = 50.796(CFS) Effective area this stream = 15.50(Ac.) Total Study Area (Main Stream No. 1) = 15.50(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1080.000(Ft.) Downstream point/station elevation = 1077.000(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 50.796(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 50.796(CFS) Normal flow depth in pipe = 30.66(In.) 603 Flow top width inside pipe = 25.60(In.) Critical Depth = 27.82(In.) Pipe flow velocity = 7.92(Ft/s) Travel time through pipe = 1.16 min. Time of concentration (TC) = 11.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 15.500(Ac.) Total study area this main stream = 15.500(Ac.) Runoff from this stream = 50.796(CFS) Time of concentration = 11.94 min. Rainfall intensity = 3.557(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1600.000(Ft.) Bottom (of initial area) elevation = 1140.000(Ft.) Difference in elevation = 460.000(Ft.) Slope = 0.46000 s(%)= 46.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.719 min. Rainfall intensity = 4.024(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.869 Subarea runoff = 19.226(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 405.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 34.956(CFS) Depth of flow = 0.698(Ft.), Average velocity = 7.175(Ft/s) ******* Irregular Channel Data *********** A" ----------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'y' coordinate 604 1 .'�." 2 3 Manning's 'N' 0.00 20.00 200.00 0.00 400.00 20.00 friction factor = 0.035 Sub -Channel flow = 34.956(CFS) ' flow top width = 13.959(Ft.) ' velocity= 7.175(Ft/s) ' area = 4.872(Sq.Ft) Froude number = 2.141 Upstream point elevation = 1140.000(Ft.) Downstream point elevation = 1085.000(Ft.) Flow length = 470.000(Ft.) Travel time = 1.09 min. Time of concentration = 10.81 min. Depth of flow = 0.698(Ft.) Average velocity = 7.175(Ft/s) Total irregular channel flow = 34.956(CFS) Irregular channel normal depth above invert elev. = 0.698(Ft.) Average velocity of channel(s) = 7.175(Ft/s) Sub -Channel No. 1 Critical depth = 0.945(Ft.) ' Critical flow top width = 18.906(Ft.) ' Critical flow velocity= 3.912(Ft/s) ' Critical flow area = 8.936(Sq.Ft) Adding area flow to channel UNDEVELOPED (poo Decimal fraction Decimal fraction Decimal fraction Decimal fraction SCS curve number Adjusted SCS cur r cover) subarea soil group A = 0.000 soil group B = 1.000 soil group C = 0.000 soil group D = 0.000 for soil(AMC 2) = 78.00 ve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.775(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867 Subarea runoff = 28.211(CFS) for 9.000(Ac.) Total runoff = 47.437(CFS) Effective area this stream = 14.50(Ac.) Total Study Area (Main Stream No. 2) = 14.50(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1078.000(Ft.) Downstream point/station elevation = 1077.000(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 47.437(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 47.437(CFS) Normal flow depth in pipe = 25.99(In.) Flow top width inside pipe = 32.26(In.) Critical Depth = 26.92(In.) y, Pipe flow velocity = 8.68(Ft/s) % w'' Travel time through pipe = 0.29 min. 605 Time of concentration (TC) = 11.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 14.500(Ac.) Total study area this main stream = 14.500(Ac.) Runoff from this stream = 47.437(CFS) Time of concentration = 11.10 min. Rainfall intensity = 3.716(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 408.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1055.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.486 min. Rainfall intensity = 3.043(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.835 Subarea runoff = 19.053(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 7.500(Ac.) Runoff from this stream = 19.053(CFS) Time of concentration = 15.49 min. Rainfall intensity = 3.043(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 04"w *4001++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6o�, Process from Point/Station 407.000 to Point/Station 408.000 "R **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1055.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.486 min. Rainfall intensity = 3.043(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 15.243(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) 0.220(In/Hr) year storm is C = 0.835 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MINOR STREAMS **** NOW Along Main Stream number: 3 in normal stream number 2 Stream flow area = 6.000(Ac.) Runoff from this stream = 15.243(CFS) Time of concentration = 15.49 min. Rainfall intensity = 3.043(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.053 15.49 3.043 2 15.243 15.49 3.043 Qmax(1) _ 1.000 * 1.000 * 19.053) + 1.000 * 1.000 * 15.243) + = 34.296 Qmax(2) _ 1.000 * 1.000 * 19.053) + 1.000 * 1.000 * 15.243) + = 34.296 Total of 2 streams to confluence: Flow rates before confluence point: 19.053 15.243 Maximum flow rates at confluence using above data: 34.296 34.296 Area of streams before confluence: 7.500 6.000 VOW, Effective area values after confluence: X07 000"- 13.500 13.500 Results of confluence: ,mow Total flow rate = 34.296(CFS) Time of concentration = 15.486 min. Effective stream area after confluence = 13.500(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.220(In/Hr) Study area (this main stream) = 13.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Effective stream flow area = 13.500(Ac.) Total study area this main stream = 13.500(Ac.) Runoff from this stream = 34.296(CFS) Time of concentration = 15.49 min. Rainfall intensity = 3.043(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 50.796 11.94 3.557 2 47.437 11.10 3.716 `rrr' 3 34.296 15.49 3.043 Qmax(1) _ 1.000 * 1.000 * 50.796) + 0.956 * 1.000 * 47.437) + 1.182 * 0.771 * 34.296) + = 127.378 Qmax(2) _ 1.047 * 0.930 * 50.796) + 1.000 * 1.000 * 47.437) + 1.239 * 0.717 * 34.296) + = 127.302 Qmax(3) _ 0.849 * 1.000 * 50.796) + 0.812 * 1.000 * 47.437) + 1.000 * 1.000 * 34.296) + = 115.951 Total of 3 main streams to confluence: Flow rates before confluence point: 51.796 48.437 35.296 Maximum flow rates at confluence using above data: 127.378 127.302 115.951 Effective Area of streams before confluence: 15.500 14.500 13.500 Effective area values after confluence: 40.406 38.586 43.500 Results of confluence: Total flow rate = 127.378(CFS) e Time of concentration = 11.937 min. V41W Effective stream area after confluence = 40.406(Ac.) Stream Area average Pervious fraction(Ap) = 0.845 Stream Area average soil loss rate(Fm) = 0.165(In/Hr) Steam effective area = 43.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1075.000(Ft.) Downstream point/station elevation = 1047.000(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 127.378(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 127.378(CFS) Normal flow depth in pipe = 22.50(In.) Flow top width inside pipe = 41.89(In.) Critical Depth = 39.54(In.) Pipe flow velocity = 24.27(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 12.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1047.000(Ft.) Downstream point/station elevation = 1041.300(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 127.378(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 127.378(CFS) Normal flow depth in pipe = 38.53(In.) Flow top width inside pipe = 48.83(In.) Critical Depth = 39.87(In.) Pipe flow velocity = 10.49(Ft/s) Travel time through pipe = 1.59 min. Time of concentration (TC) = 13.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 40.406(Ac.) Runoff from this stream = 127.378(CFS) Time of concentration = 13.90 min. Rainfall intensity = 3.246(In/Hr) Area averaged loss rate (Fm) = 0.1648(In/Hr) Area averaged Pervious ratio (Ap) = 0.8448 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 98.02 fir' Adjusted SCS curve number for AMC 3 = 99.60 ,W j Pervious ratio(Ap) = 0.8560 Max loss rate(Fm)= 0.007(In/Hr) "^ Rainfall intensity = 3.337(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 13.28 min. Rain intensity = 3.34(In/Hr) Total area this stream = 121.62(Ac.) Total Study Area (Main Stream No. 1) = 135.12(Ac.) Total runoff = 362.94(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 121.620(Ac.) Runoff from this stream = 362.940(CFS) Time of concentration = 13.28 min. Rainfall intensity = 3.337(In/Hr) Area averaged loss rate (Fm) = 0.0068(In/Hr) Area averaged Pervious ratio (Ap) = 0.8560 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 127.378 13.90 3.246 2 362.940 13.28 3.337 Qmax(1) _ 1.000 * 1.000 * 127.378) + 0.973 * 1.000 * 362.940) + = 480.453 r Qmax(2) _ 1.029 * 0.955 * 127.378) + 1.000 * 1.000 * 362.940) + = 488.185 Total of 2 streams to confluence: Flow rates before confluence point: 127.378 362.940 Maximum flow rates at confluence using above data: 480.453 488.185 Area of streams before confluence: 40.406 121.620 Effective area values after confluence: 162.026 160.216 Results of confluence: Total flow rate = 488.185(CFS) Time of concentration = 13.280 min. Effective stream area after confluence = 160.216(Ac.) Stream Area average Pervious fraction(Ap) = 0.853 Stream Area average soil loss rate(Fm) = 0.046(In/Hr) Study area (this main stream) = 162.03(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 88.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1037.200(Ft.) /0*41 Downstream point/station elevation = 1031.600(Ft.) Pipe length = 1450.00(Ft.) Manning's N = 0.013 `frw No. of pipes = 1 Required pipe flow = 488.185(CFS) Given pipe size = 90.00(In.) Calculated individual pipe flow = 488.185(CFS) Normal flow depth in pipe = 75.75(In.) Flow top width inside pipe = 65.71(In.) Critical Depth = 68.63(In.) Pipe flow velocity = 12.30(Ft/s) Travel time through pipe = 1.97 min. Time of concentration (TC) = 15.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 160.216(Ac.) Runoff from this stream = 488.185(CFS) Time of concentration = 15.25 min. Rainfall intensity = 3.071(In/Hr) Area averaged loss rate (Fm) = 0.0462(In/Hr) Area averaged Pervious ratio (Ap) = 0.8532 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 97.90 Adjusted SCS curve number for AMC 3 = 99.58 Irrr+' Pervious ratio(Ap) = 0.8290 Max loss rate(Fm)= 0.007(In/Hr) Rainfall intensity = 3.626(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 11.56 min. Rain intensity = 3.63(In/Hr) Total area this stream = 131.12(Ac.) Total Study Area (Main Stream No. 1) = 266.24(Ac.) Total runoff = 527.56(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 131.120(Ac.) Runoff from this stream = 527.560(CFS) Time of concentration = 11.56 min. Rainfall intensity = 3.626(In/Hr) Area averaged loss rate (Fm) = 0.0069(In/Hr) Area averaged Pervious ratio (Ap) = 0.8290 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 488.185 15.25 ,.a., 2 527.560 11.56 Qmax(1) _ 1.000 * 1.000 Rainfall Intensity (In/Hr) 3.071 3.626 488.185) + X11 0.847 * 1.000 * 527.560) + = 934.886 1009` Qmax (2 ) = 1,,, 1.183 * 0.758 * 488.185) + 1.000 * 1.000 * 527.560) + = 965.614 Total of 2 streams to confluence: Flow rates before confluence point: 488.185 527.560 Maximum flow rates at confluence using above data: 934.886 965.614 Area of streams before confluence: 160.216 131.120 Effective area values after confluence: 291.336 252.607 Results of confluence: Total flow rate = 965.614(CFS) Time of concentration = 11.560 min. Effective stream area after confluence = 252.607(Ac.) Stream Area average Pervious fraction(Ap) = 0.842 Stream Area average soil loss rate(Fm) = 0.029(In/Hr) Study area (this main stream) = 291.34(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 89.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1031.100(Ft.) Downstream point/station elevation = 1028.800(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 965.614(CFS) **owl Given pipe size = 96.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 12.458(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 6.163(Ft.) Minor friction loss = 8.596(Ft.) K -factor = 1.50 Pipe flow velocity = 19.21(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 12.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 252.607(Ac.) Runoff from this stream = 965.614(CFS) Time of concentration = 12.04 min. Rainfall intensity = 3.539(In/Hr) Area averaged loss rate (Fm) = 0.0285(In/Hr) Area averaged Pervious ratio (Ap) = 0.8423 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 530.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1770.000(Ft.) Bottom (of initial area) elevation = 1380.000(Ft.) Difference in elevation = 390.000(Ft.) Slope = 0.39000 s(%)= 39.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.045 min. Rainfall intensity = 3.945(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 20.547(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) 0.140(In/Hr) year storm is C = 0.868 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 530.000 to Point/Station 531.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 32.533(CFS) Depth of flow = 0.482(Ft.), Average velocity = 9.354(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 r Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 150.00 0.00 3 300.00 10.00 Manning's 'N' friction factor = 0.035 Sub -Channel flow = 32.533(CFS) flow top width = 14.446(Ft.) ' velocity= 9.354(Ft/s) area = 3.478(Sq.Ft) ' Froude number = 3.359 Upstream point elevation = 1380.000(Ft.) Downstream point elevation = 1120.000(Ft.) Flow length = 800.000(Ft.) Travel time = 1.43 min. Time of concentration = 11.47 min. Depth of flow = 0.482(Ft.) Average velocity = 9.354(Ft/s) Total irregular channel flow = 32.533(CFS) Irregular channel normal depth above invert elev. = 0.482(Ft.) Average velocity of channel(s) = 9.354(Ft/s) Sub -Channel No. 1 Critical depth = 0.781(Ft.) Critical flow top width = 23.438(Ft.) ' Critical flow velocity= 3.554(Ft/s) Critical flow area = 9.155(Sq.Ft) .ems Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 r Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.643(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865 Subarea runoff = 20.439(CFS) for 7.000(Ac.) Total runoff = 40.987(CFS) Effective area this stream = 13.00(Ac.) Total Study Area (Main Stream No. 1) = 279.24(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 531.000 to Point/Station 532.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1120.000(Ft.) End of street segment elevation = 1056.000(Ft.) Length of street segment = 1800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 66.209(CFS) Depth of flow = 0.528(Ft.), Average velocity = 7.011(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 7.01(Ft/s) Travel time = 4.28 min. TC = 15.75 min. Adding area flow to street UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.012(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.858 Subarea runoff = 33.974(CFS) for 16.000(Ac.) Total runoff = 74.961(CFS) Effective area this stream = 29.00(Ac.) Total Study Area (Main Stream No. 1) = 295.24(Ac.) Area averaged Fm value = 0.140(In/Hr) X14 Street flow at end of street = 74.961(CFS) Half street flow at end of street = 37.480(CFS) r Depth of flow = 0.546(Ft.), Average velocity = 7.365(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 532.000 to Point/Station 532.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 29.000(Ac.) Runoff from this stream = 74.961(CFS) Time of concentration = 15.75 min. Rainfall intensity = 3.012(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 533.000 to Point/Station 534.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 rr+ Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1064.100(Ft.) Bottom (of initial area) elevation = 1059.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.888 Subarea runoff = 18.733(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 534.000 to Point/Station 535.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1059.300(Ft.) End of street segment elevation = 1056.200(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft ,er!w Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 +' Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 8 Estimated mean flow rate at midpoint of street = 26.658(CFS) Depth of flow = 0.495(Ft.), Average velocity = 3.270(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.27(Ft/s) Travel time = 1.68 min. TC = 15.58 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 3.031(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.887 Subarea runoff = 13.529(CFS) for 5.500(Ac.) Total runoff = 32.262(CFS) Effective area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 307.24(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 32.262(CFS) Half street flow at end of street = 16.131(CFS) Depth of flow = 0.520(Ft.), Average velocity = 3.528(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 535.000 to Point/Station 535.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 12.000(Ac.) Runoff from this stream = 32.262(CFS) Time of concentration = 15.58 min. Rainfall intensity = 3.031(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 965.614 12.04 2 74.961 15.75 3 32.262 15.58 Qmax(1) _ 1.000 * 1.000 * 1.184 * 0.764 * Rainfall Intensity (In/Hr) 3.539 3.012 3.031 965.614) + 74.961) + GIS 1.170 * 0.772 * 32.262) + = 1062.579 Qmax (2 ) = ,,. 0.850 * 1.000 * 965.614) + 1.000 * 1.000 * 74.961) + 0.994 * 1.000 * 32.262) + = 927.634 Qmax(3) = 0.855 * 1.000 * 965.614) + 1.007 * 0.989 * 74.961) + 1.000 * 1.000 * 32.262) + = 932.819 Total of 3 streams to confluence: Flow rates before confluence point: 965.614 74.961 32.262 Maximum flow rates at confluence using above data: 1062.579 927.634 932.819 Area of streams before confluence: 252.607 29.000 12.000 Effective area values after confluence: 284.041 293.607 293.302 Results of confluence: Total flow rate = 1062.579(CFS) Time of concentration = 12.037 min. Effective stream area after confluence = 284.041(Ac.) Stream Area average Pervious fraction(Ap) = 0.828 Stream Area average soil loss rate(Fm) = 0.040(In/Hr) Study area (this main stream) = 293.61(Ac.) End of computations, Total Study Area = 337.24 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.830 Area averaged SCS curve number = 91.3 @4 IN 76C lot San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/06/05 ------------------------------------------------------------------------ FONTANA / LINE SIERRA AVENUE HYDROLOGY 100 YEARV STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1098.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.878 Subarea runoff = 15.680(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** �' Top of street segment elevation = 1098.000(Ft.) End of street segment elevation = 1091.600(Ft.) 702 Length of street segment = 670.000(Ft.) d"''• Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 29.222(CFS) Depth of flow = 0.506(Ft.), Average velocity = 3.409(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.41(Ft/s) Travel time = 3.28 min. TC = 17.18 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.859(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.875 Subarea runoff = 21.859(CFS) for 9.500(Ac.) Total runoff = 37.539(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 15.00(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 37.539(CFS) Half street flow at end of street = 18.770(CFS) Depth of flow = 0.541(Ft.), Average velocity = 3.766(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1084.600(Ft.) Downstream point/station elevation = 1078.400(Ft.) Pipe length = 555.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 37.539(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 37.539(CFS) Normal flow depth in pipe = 17.23(In.) Flow top width inside pipe = 41.32(In.) Critical Depth = 22.80(In.) Pipe flow velocity = 10.09(Ft/s) Travel time through pipe = 0.92 min. ti'w+ Time of concentration (TC) = 18.09 min. 765 ;%w++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.000(Ac.) Runoff from this stream = 37.539(CFS) Time of concentration = 18.09 min. Rainfall intensity = 2.771(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) 10"'N Bottom (of initial area) elevation = 1096.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s(%)= 0.70 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.997 min. Rainfall intensity = 3.380(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 19.313(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1096.000(Ft.) End of street segment elevation = 1090.500(Ft.) Length of street segment = 675.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) i'*rr' Manning's N in gutter = 0.0150 764 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 ,. Estimated mean flow rate at midpoint of street = Depth of flow = 0.529(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.37(Ft/s) Travel time = 3.34 min. TC = 16.34 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 31.942(CFS) 3.367(Ft/s) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.946(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.876 Subarea runoff = 19.403(CFS) for 8.500(Ac.) Total runoff = 38.716(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 30.00(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 38.716(CFS) Half street flow at end of street = 19.358(CFS) Depth of flow = 0.558(Ft.), Average velocity = 3.634(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 205.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 15.000(Ac.) Runoff from this stream = 38.716(CFS) Time of concentration = 16.34 min. Rainfall intensity = 2.946(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 37.539 18.09 2.771 2 38.716 16.34 2.946 Qmax(1) _ 1.000 * 1.000 * 37.539) + 0.939 * 1.000 * 38.716) + = 73.894 Qmax (2 ) _ 1.065 * 0.903 * 37.539) + 1.000 * 1.000 * 38.716) + = 74.817 Total of 2 streams to confluence: Flow rates before confluence point: 705 37.539 38.716 Maximum flow rates at confluence using above data: 73.894 74.817 Area of streams before confluence: 15.000 15.000 Effective area values after confluence: 30.000 28.545 Results of confluence: Total flow rate = 74.817(CFS) Time of concentration = 16.339 min. Effective stream area after confluence = 28.545(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.079(In/Hr) Study area (this main stream) = 30.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1078.400(Ft.) Downstream point/station elevation = 1076.700(Ft.) Pipe length = 500.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 74.817(CFS) Given pipe size = 42.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.473(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.764(Ft.) Minor friction loss = 1.408(Ft.) K -factor = 1.50 Pipe flow velocity = 7.78(Ft/s) Travel time through pipe = 1.07 min. Time of concentration (TC) = 17.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 61.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 28.545(Ac.) Runoff from this stream = 74.817(CFS) Time of concentration = 17.41 min. Rainfall intensity = 2.836(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 `rrr' Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: 70(0 Initial area flow distance = 1000.000(Ft.) 000** Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1097.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00600 s(%)= 0.60 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.404 min. Rainfall intensity = 3.318(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 17.493(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1097.000(Ft.) End of street segment elevation = 1089.300(Ft.) Length of street segment = 775.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 rw� Gutter width = 1.500(Ft.) ar Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 32.071(CFS) Depth of flow = 0.515(Ft.), Average velocity = 3.580(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.58(Ft/s) Travel time = 3.61 min. TC = 17.01 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 0.079(In/Hr) 0.1000 Max loss rate(Fm)= Pervious ratio(Ap) = Rainfall intensity = 2.876(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.875 Subarea runoff = 22.788(CFS) for 10.000(Ac.) Total runoff = 40.281(CFS) Effective area this stream = 16.00(Ac•)46.00(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 40.281(CFS) `rr+P Half street flow at end of street = 20.141(CFS) 767 Depth of flow = 0.548(Ft.), Average velocity = 3.919(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 208.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.000(Ac.) Runoff from this stream = 40.281(CFS) Time of concentration = 17.01 min. Rainfall intensity = 2.876(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 74.817 17.41 2.836 2 40.281 17.01 2.876 Qmax(1) _ 1.000 * 1.000 * 74.817) + 0.986 * 1.000 * 40.281) + = 114.527 Qmax(2) _ 1.014 * 0.977 * 74.817) + 1.000 * 1.000 * 40.281) + = 114.438 ,%W Total of 2 streams to confluence: Flow rates before confluence point: 74.817 40.281 Maximum flow rates at confluence using above data: 114.527 114.438 Area of streams before confluence: 28.545 16.000 Effective area values after confluence: 44.545 43.893 Results of confluence: Total flow rate = 114.527(CFS) Time of concentration = 17.411 min. Effective stream area after confluence = 44.545(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.079(In/Hr) Study area (this main stream) = 44.55(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1076.700(Ft.) Downstream point/station elevation = 1065.000(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 114.527(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 114.527(CFS) Normal flow depth in pipe = 33.89(In.) III1r+' Flow top width inside pipe = 43.73 (In. ) 70 Critical Depth = 38.74(In.) Pipe flow velocity = 12.07(Ft/s) VOW Travel time through pipe = 1.82 min. Time of concentration (TC) = 19.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 62.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 44.545(Ac.) Runoff from this stream = 114.527(CFS) Time of concentration = 19.23 min. Rainfall intensity = 2.672(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1090.500(Ft.) Bottom (of initial area) elevation = 1084.500(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00600 s(%)= 0.60 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.404 min. Rainfall intensity = 3.318(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 16.036(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1084.500(Ft.) End of street segment elevation = 1076.500(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Aw*� Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street 'fir Distance from curb to property line = 10.000(Ft.) 761 Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 32.071(CFS) Depth of flow = 0.521(Ft.), Average velocity = 3.491(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.49(Ft/s) Travel time = 4.18 min. TC = 17.58 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.820(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.882 Subarea runoff = 25.012(CFS) for 11.000(Ac.) Total runoff = 41.047(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 62.50(Ac.) Area averaged Fm value = 0.056(In/Hr) Street flow at end of street = 41.047(CFS) Half street flow at end of street = 20.524(CFS) Depth of flow = 0.558(Ft.), Average velocity = 3.850(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.500(Ac.) Runoff from this stream = 41.047(CFS) Time of concentration = 17.58 min. Rainfall intensity = 2.820(In/Hr) Area averaged loss rate (Fm) = 0.0555(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 213.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 :wrw' Adjusted SCS curve number for AMC 3 = 52.00 710 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: ,. Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1092.600(Ft.) Bottom (of initial area) elevation = 1086.000(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00660 s(%)= 0.66 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.151 min. Rainfall intensity = 3.356(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 14.750(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 214.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1086.000(Ft.) End of street segment elevation = 1076.500(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) fir• Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 29.499(CFS) Depth of flow = 0.507(Ft.), Average velocity = 3.416(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.42(Ft/s) Travel time = 4.88 min. TC = 18.03 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.777(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.875 Subarea runoff = 21.685(CFS) for 10.000(Ac.) Total runoff = 36.434(CFS) .,. Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 77.50(Ac.) Area averaged Fm value = 0.079(In/Hr) 70 Street flow at end of street = 36.434(CFS) Half street flow at end of street = 18.217(CFS) Depth of flow = 0.537(Ft.), Average velocity = 3.715(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 214.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 15.000(Ac.) Runoff from this stream = 36.434(CFS) Time of concentration = 18.03 min. Rainfall intensity = 2.777(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 114.527 19.23 2.672 2 41.047 17.58 2.820 3 36.434 18.03 2.777 Qmax(1) _ 1.000 * 1.000 * 114.527) + 0.947 * 1.000 * 41.047) + 40"- 0.961 * 1.000 * 36.434) + = 188.387 +yam,,, Qmax (2 ) _ 1.057 * 0.914 * 114.527) + 1.000 * 1.000 * 41.047) + 1.016 * 0.975 * 36.434) + = 187.795 Qmax(3) _ 1.041 * 0.937 * 114.527) + 0.985 * 1.000 * 41.047) + 1.000 * 1.000 * 36.434) + = 188.588 Total of 3 streams to confluence: Flow rates before confluence point: 114.527 41.047 36.434 Maximum flow rates at confluence using above data: 188.387 187.795 188.588 Area of streams before confluence: 44.545 16.500 15.000 Effective area values after confluence: 76.045 71.848 73.259 Results of confluence: Total flow rate = 188.588(CFS) Time of concentration = 18.030 min. Effective stream area after confluence = 73.259(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.074(In/Hr) Study area (this main stream) = 76.05(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Aowh- Process from Point/Station 62.000 to Point/Station 63.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** ziz IOWA"' Upstream point/station elevation = 1065.000(Ft.) ,, Downstream point/station elevation = 1042.200(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 188.588(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 188.588(CFS) Normal flow depth in pipe = 34.22(In.) Flow top width inside pipe = 52.03(In.) Critical Depth = 47.46(In.) Pipe flow velocity = 17.73(Ft/s) Travel time through pipe = 1.24 min. Time of concentration (TC) = 19.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 73.259(Ac.) Runoff from this stream = 188.588(CFS) Time of concentration = 19.27 min. Rainfall intensity = 2.669(In/Hr) Area averaged loss rate (Fm) = 0.0735(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 216.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1074.600(Ft.) Bottom (of initial area) elevation = 1071.000(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00360 s(%)= 0.36 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.846 min. Rainfall intensity = 3.121(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.887 Subarea runoff = 15.230(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 217.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Avok 144W Top of street segment elevation = 1071.000(Ft.) 113 End of street segment elevation = 1063.700(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 30.460(CFS) Depth of flow = 0.520(Ft.), Average velocity = 3.327(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.33(Ft/s) Travel time = 4.38 min. TC = 19.23 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 '^ Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.672(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.885 Subarea runoff = 23.797(CFS) for 11.000(Ac.) Total runoff = 39.027(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 94.00(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 39.027(CFS) Half street flow at end of street = 19.513(CFS) Depth of flow = 0.557(Ft.), Average velocity = 3.671(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 217.000 to Point/Station 217.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.500(Ac.) Runoff from this stream = 39.027(CFS) Time of concentration = 19.23 min. Rainfall intensity = 2.672(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 714 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 95.59 Adjusted SCS curve number for AMC 3 = 99.12 Pervious ratio(Ap) = 0.1110 Max loss rate(Fm)= 0.002(In/Hr) Rainfall intensity = 2.526(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 21.12 min. Rain intensity = 2.53(In/Hr) Total area this stream = 203.97(Ac.) Total Study Area (Main Stream No. 1) = 297.97(Ac.) Total runoff = 509.46(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 203.970(Ac.) Runoff from this stream = 509.460(CFS) Time of concentration = 21.12 min. Rainfall intensity = 2.526(In/Hr) Area averaged loss rate (Fm) = 0.0020(In/Hr) Area averaged Pervious ratio (Ap) = 0.1110 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) far 1 188.588 19.27 2.669 2 39.027 19.23 2.672 3 509.460 21.12 2.526 Qmax(1) _ 1.000 * 1.000 * 188.588) + 0.999 * 1.000 * 39.027) + 1.057 * 0.912 * 509.460) + = 718.707 Qmax (2 ) _ 1.001 * 0.998 * 188.588) + 1.000 * 1.000 * 39.027) + 1.058 * 0.910 * 509.460) + = 718.181 Qmax(3) _ 0.945 * 1.000 * 188.588) + 0.944 * 1.000 * 39.027) + 1.000 * 1.000 * 509.460) + = 724.528 Total of 3 streams to confluence: Flow rates before confluence point: 188.588 39.027 509.460 Maximum flow rates at confluence using above data: 718.707 718.181 724.528 Area of streams before confluence: 73.259 16.500 203.970 Effective area values after confluence: 275.867 275.311 293.729 Results of confluence: Total flow rate = 724.528(CFS) Time of concentration = 21.120 min. Effective stream area after confluence = 293.729(Ac.) i15 Stream Area average Pervious fraction(Ap) = 0.108 Stream Area average soil loss rate(Fm) = 0.022(In/Hr) Study area (this main stream) = 293.73(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 64.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1039.100(Ft.) Downstream point/station elevation = 1033.800(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 724.528(CFS) Given pipe size = 90.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 12.713(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 11.748(Ft.) Minor friction loss = 6.265(Ft.) K -factor = 1.50 Pipe flow velocity = 16.40(Ft/s) Travel time through pipe = 1.34 min. Time of concentration (TC) = 22.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 64.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 293.729(Ac.) Runoff from this stream = 724.528(CFS) Time of concentration = 22.46 min. Rainfall intensity = 2.434(In/Hr) Area averaged loss rate (Fm) = 0.0222(In/Hr) Area averaged Pervious ratio (Ap) = 0.1076 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 219.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.500(Ft.) Bottom (of initial area) elevation = 1059.000(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00650 s(%)= 0.65 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.880 min. Rainfall intensity = 2.889(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.831 Subarea runoff = 12.012(CFS) Total initial stream area = 5.000(Ac.) 71(. Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/Station 220.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1059.000(Ft.) End of street segment elevation = 1056.500(Ft.) Length of street segment = 500.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.622(CFS) Depth of flow = 0.509(Ft.), Average velocity = 2.489(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.49(Ft/s) Travel time = 3.35 min. TC = 20.23 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.592(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.824 Subarea runoff = 15.741(CFS) for 8.000(Ac.) Total runoff = 27.754(CFS) Effective area this stream = 13.00(Ac.) Total Study Area (Main Stream No. 1) = 310.97(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 27.754(CFS) Half street flow at end of street = 13.877(CFS) Depth of flow = 0.544(Ft.), Average velocity = 2.748(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 221.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1056.500(Ft.) End of street segment elevation = 1051.200(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) �, Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 41.630(CFS) De th of flow = 0.742(Ft.), Average velocity = 3.892(Ft/s) 6@4 P Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 3.79(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.374(Ft.) Flow velocity = 3.89(Ft/s) Travel time 2.83 min. TC = 23.05 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.396(In/Hr) for a 100.0 year storm Eff t' e runoff coefficient used for area,(total area with modified ec iv rational method)(Q=KCIA) is C = 0.817 Subarea runoff = 23.176(CFS) for 13.000(Ac.) Total runoff = 50.930(CFS) Effective area this stream = 26.00(Ac.) Total Study Area (Main Stream No. 1) = 323.97(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 50.930(CFS) Half street flow at end of street = 50.930(CFS) Depth of flow = 0.795(Ft.), Average velocity = 4.000(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 6.42(Ft.) Flow width (from curb towards crown)= 34.999(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 221.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 26.000(Ac.) Runoff from this stream = 50.930(CFS) Time of concentration = 23.05 min. Rainfall intensity = 2.396(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity e No. (CFS) 1 724.528 2 50.930 Qmax (1) _ 1.000 * 1.017 * Qmax(2) _ 0.984 * 1.000 * (min) (In/Hr) 22.46 2.434 23.05 2.396 1.000 * 724.528) + 0.974 * 50.930) + = 775.009 1.000 * 724.528) + 1.000 * 50.930) + = 764.111 Total of 2 streams to confluence: Flow rates before confluence point: 724.528 50.930 Maximum flow rates at confluence using above data: 775.009 764.111 Area of streams before confluence: 293.729 26.000 Effective area values after confluence: 319.060 319.729 Results of confluence: Total flow rate = 775.009(CFS) Time of concentration = 22.461 min. Effective stream area after confluence = 319.060(Ac.) Stream Area average Pervious fraction(Ap) = 0.140 Stream Area average soil loss rate(Fm) = 0.038(In/Hr) Study area (this main stream) = 319.73(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1033.800(Ft.) Downstream point/station elevation = 1030.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 775.009(CFS) Given pipe size = 90.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 10.089(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 6.721(Ft.) Minor friction loss = 7.168(Ft.) K -factor = 1.50 Pipe flow velocity = 17.54(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 23.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 319.060(Ac.) Runoff from this stream = 775.009(CFS) Time of concentration = 23.09 min. Rainfall intensity = 2.394(In/Hr) Area averaged loss rate (Fm) = 0.0382(In/Hr) Area averaged Pervious ratio (Ap) = 0.1395 lis 7« ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 91.43 Adjusted SCS curve number for AMC 3 = 98.29 Pervious ratio(Ap) = 0.4510 Max loss rate(Fm)= 0.015(In/Hr) Rainfall intensity = 2.272(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 25.20 min. Rain intensity = 2.27(In/Hr) Total area this stream = 205.19(Ac.) Total Study Area (Main Stream No. 1) = 529.16(Ac.) Total runoff = 424.14(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 205.190(Ac.) Runoff from this stream = 424.140(CFS) Time of concentration = 25.20 min. Rainfall intensity = 2.272(In/Hr) Area averaged loss rate (Fm) = 0.0154(In/Hr) Area averaged Pervious ratio (Ap) = 0.4510 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 775.009 23.09 2.394 2 424.140 25.20 2.272 Qmax(1) _ 1.000 * 1.000 * 775.009) + 1.054 * 0.916 * 424.140) + = 1184.702 Qmax(2) _ 0.948 * 1.000 * 775.009) + 1.000 * 1.000 * 424.140) + = 1158.863 Total of 2 streams to confluence: Flow rates before confluence point: 775.009 424.140 Maximum flow rates at confluence using above data: 1184.702 1158.863 Area of streams before confluence: 319.060 205.190 Effective area values after confluence: 507.057 524.250 Results of confluence: Total flow rate = 1184.702(CFS) Time of concentration = 23.089 min. Effective stream area after confluence = 507.057(Ac.) Stream Area average Pervious fraction(Ap) = 0.261 Stream Area average soil loss rate(Fm) = 0.029(In/Hr) Study area (this main stream) = 524.25(Ac.) ALO ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 89.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1030.000(Ft.) Downstream point/station elevation = 1025.000(Ft.) Pipe length = 680.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1184.702(CFS) Given pipe size = 108.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 9.197(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 6.119(Ft.) Minor friction loss = 8.077(Ft.) K -factor = 1.50 Pipe flow velocity = 18.62(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 23.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 507.057(Ac.) Runoff from this stream = 1184.702(CFS) Time of concentration = 23.70 min. Rainfall intensity = 2.357(In/Hr) Area averaged loss rate (Fm) = 0.0293(In/Hr) 1001.. Area averaged Pervious ratio (Ap) = 0.2614 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 99.51 Adjusted SCS curve number for AMC 3 = 99.90 Pervious ratio(Ap) = 0.8280 Max loss rate(Fm)= 0.002(In/Hr) Rainfall intensity = 3.539(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 12.04 min. Rain intensity = 3.54(In/Hr) Total area this stream = 284.04(Ac.) Total Study Area (Main Stream No. 1) = 813.20(Ac.) Total runoff = 1062.58(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 284.040(Ac.) Runoff from this stream = 1062.580(CFS) Time of concentration = 12.04 min. Rainfall intensity = 3.539(In/Hr) „* Area averaged loss rate (Fm) = 0.0016(In/Hr) Area averaged Pervious ratio (Ap) = 0.8280 Summary of stream data: *mow Stream Flow rate TC No. (CFS) (min) SM Rainfall Intensity (In/Hr) 1 1184.702 23.70 2.357 2 1062.580 12.04 3.539 Qmax(1) = 1.000 * 1.000 * 1184.702) + 0.666 * 1.000 * 1062.580) + = 1892.356 Qmax(2) = 1.508 * 0.508 * 1184.702) + 1.000 * 1.000 * 1062.580) + = 1969.987 Total of 2 streams to confluence: Flow rates before confluence point: 1184.702 1062.580 Maximum flow rates at confluence using above data: 1892.356 1969.987 Area of streams before confluence: 507.057 284.040 Effective area values after confluence: 791.097 541.665 Results of confluence: Total flow rate = 1969.987(CFS) Time of concentration = 12.040 min. Effective stream area after confluence = 541.665(Ac.) Stream Area average Pervious fraction(Ap) = 0.465 Stream Area average soil loss rate(Fm) = 0.019(In/Hr) Study area (this main stream) = 791.10(Ac.) End of computations, Total Study Area = 813.20 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.458 Area averaged SCS curve number = 88.1 7z! LINE DZ04M 8 PIA M M San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) `mow CIVILCADD/CIVILDESIGN Engineering Software, 07/13/04-2001 Version 6.4 Rational Hydrology Study --------------------------------------- FONTANA / LINE DZ -4 HYDROLOGY 100 YEAR STORM JN 04339 ----------------------------------------- Hall & Forman, Inc. - SIN 950 ---------------------------- ********* Hydrology Study Control Information------------------------------------------------------------------------ ********** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1060.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%;)= 0.50 TC = k(0.304)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 14.410(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) 0.044 (In/Hr) year storm is C = 0.888 eop- `%W++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station* 602.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1060.000(Ft.) • o End of street segment elevation = 1058.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0 (In. ) Width of half street (curb to crown) = 20.000(Ft.) °waw Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.615(CFS) Depth of flow = 0.507(Ft.), Average velocity = 2.511(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.51(Ft/s) Travel time = 2.19 min. TC = 16.09 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.973(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.887 Subarea runoff = 11.954 (CFS) for 5.000 (Ac. ) Total runoff = 26.364(CFS) Effective area this stream = 10.00(Ac•)10.00(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 26.364(CFS) Half street flow at end of street = 13.182(CFS) Depth of flow = 0.534(Ft.), Average velocity = 2.717(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Stat*on* 603.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1058.300(Ft.) End of street segment elevation = 1055.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) FI 4 Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 b ak to crown = 0.0150 Manning's N from grade re Estimated mean flow rate at midpoint of street = 39.546(CFS) Avera a velocity = 3.162(Ft/s) Depth of flow = 0.604(Ft.), g Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.16(Ft/s) Travel time = 3.48 min. TC = 19.57 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 _V, for AMC 3 = 75.80 Adjusted SCS curve nu =J.Pervious ratio(AP) = 0.1000 Max loss rate(Fm)= 0.044 (In/Hr) Rainfall intensity = 2.644(In/Hr) for a 100.0 year storm t sed for area (total area with modified Effective runoff coefficien u rational method)(Q=KCIA) is C = 0.885 Subarea runoff = 20.435(CFS) for 10.000(Ac.) Total runoff = 46.800(CFS) 20.00(Ac.) Effective area this stream = 20.00(Ac.) M ' Stream No 1) _ Total Study Area ( ain Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 46.800(CFS) Half street flow at end of street = 23.400(CFS) Depth of flow = 0.638(Ft.), Average velocity = 3.381(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 603.000 to Point/Station * 607.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1055.000(Ft.) End of street segment elevation = 1052.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 428000(Ft,) Width of half street (curb to crown) _ Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s.) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.848(Ft.), Average velocity = Warning: depth of flow exceeds top of curb 46.800(CFS) 3.110(Ft/s) I Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Awn- Halfstreet flow width = 37.627(Ft.) Flow velocity = 3.11(Ft/s) Travel time = 3.54 min. TC = 23.11 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 A SCS curve number for AMC 3 = 75.80 9.04 (Ft.) Adjuste Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.393(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.883 Subarea runoff = 0.000 (CFS) for 0.000 (Ac. ) Total runoff = 46.800(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 20.00(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 46.800(CFS) Half street flow at end of street = 46.800(CFS) Depth of flow = 0.848(Ft.), Average velocity = 3.110(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 9.04(Ft.) Flow width (from curb towards crown)= 37.627(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 607.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 20.000(Ac.) Runoff from this stream = 46.800(CFS) Time of concentration = 23.11 min. Rainfall intensity = 2.393(In/Hr) Area averaged loss rate (Fm) = 0.0440(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Aww Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1062.900(Ft.) Bottom (of initial area) elevation = 1057.900(Ft.) Difference in elevation = 5.000(Ft.) 805 Slope = 0.00500 s(96)= 0.50 TC = k(0.304)*[(length"3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.888 Subarea runoff = 14.410(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 606.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1057.900(Ft.) End of street segment elevation = 1055.900(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.615(CFS) Depth of flow = 0.496(Ft.), Average velocity = 2.637(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.64(Ft/s) Travel time = 2.09 min. TC = 15.99 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.985(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.887 Subarea runoff = 12.059(CFS) for 5.000(Ac.) Total runoff = 26.469(CFS) Effective area this stream = 10.00(Ac.) A00% Total Study Area (Main Stream No. 1) = 30.00(Ac.) Area averaged Fm value = 0.044(In/Hr) `fto'` Street flow at end of street = 26.469(CFS) Half street flow at end of street = 13.235(CFS) Depth of flow = 0.523(Ft.), Average velocity = 2.858(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) yyr_+++++++++.++++.++++.+++++++++++++++++.+.+++++T++++++++++}++++++++.++++ 0000k Process from Point/Station 606.000 to Point/Station* 607.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1055.900(Ft.) End of street segment elevation = 1052.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 39.704(CFS) Depth of flow = 0.589(Ft.), Average velocity = 3.331(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.33(Ft/s) Travel time = 3.30 min. TC = 19.29 min. ,, Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.154(In/Hr) Rainfall intensity = 2.667(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867 Subarea runoff = 19.755(CFS) for 10.000(Ac.) Total runoff = 46.224(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 40.00(Ac.) Area averaged Fm value = 0.099(In/Hr) Street flow at end of street = 46.224(CFS) Half street flow at end of street = 23.112(CFS) Depth of flow = 0.618(Ft.), Average velocity = 3.538(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 607.000 r **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 46.224(CFS) E07 Time of concentration = Rainfall intensity = Area averaged loss rate Area averaged Pervious Summary of stream data: Stream Flow rate No. (CFS) 19.29 min. 2.667 (In/Hr) (Fm) = 0.0990 (In/Hr) ratio (Ap) = 0.2250 TC Rainfall Intensity (min) (In/Hr) 1 46.800 23.11 2.393 2 46.224 19.29 2.667 Qmax (1) _ 1.000 * 1.000 * 46.800) + 0.893 * 1.000 * 46.224) + = 88.094 Qmax (2 ) _ 1.117 * 0.835 * 46.800) + 1.000 * 1.000 * 46.224) + = 89.846 Total of 2 streams to confluence: Flow rates before confluence point: 46.800 46.224 Maximum flow rates at confluence using above data: 88.094 89.846 Area of streams before confluence: 20.000 20.000 Effective area values after confluence: 40.000 36.696 ,00. Results of confluence: Total flow rate = 89.846(CFS) Time of concentration = 19.290 min. Effective stream area after confluence = 36.696(Ac.) Stream Area average Pervious fraction(Ap) = 0.163 Stream Area average soil loss rate(Fm) = 0.071(In/Hr) Study area (this main stream) = 40.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1047.000(Ft.) Downstream point/station elevation = 1041.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 89.846(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 89.846(CFS) Normal flow depth in pipe = 32.25(In.) Flow top width inside pipe = 35.46(In.) Critical Depth = 35.27(In.) Pipe flow velocity = 11.33(Ft/s) Travel time through pipe = 0.97 min. Time of concentration (TC) = 20.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 9w Stream flow area = 36.696(Ac.) Runoff from this stream = 89.846(CFS) Time of concentration = 20.26 min. Rainfall intensity = 2.590(In/Hr) Area averaged loss rate (Fm) = 0.0715(In/Hr) Area averaged Pervious ratio (Ap) = 0.1625 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 609.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1060.800(Ft.) Bottom (of initial area) elevation = 1055.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%-)= 0.50 TC = k(0.304)*[(length"3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.888 Subarea runoff = 14.410(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 609.000 to Point/Station 610.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1055.800(Ft.) End of street segment elevation = 1053.500(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.486(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.556(Ft.) 21.615(CFS) 2.774(Ft/s) M Flow velocity = 2.77(Ft/s) Travel time = 1.98 min. TC = 15.88 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 2.997(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(4=KCIA) is C = 0.887 Subarea runoff = 12.164(CFS) for 5.000(Ac.) Total runoff = 26.574(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 50.00(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 26.574(CFS) Half street flow at end of street = 13.287(CFS) Depth of flow = 0.514(Ft.), Average velocity = 2.985(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 610.000 to Point/Station 611.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1053.500(Ft.) End of street segment elevation = 1049.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.577(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.48(Ft/s) Travel time = 3.16 min. TC = 19.04 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 39.861(CFS) 3.484(Ft/s) 81c Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.154(In/Hr) Rainfall intensity = 2.688(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area, (total area with modified wr rational method)(Q=KCIA) is C = 0.867 Subarea runoff = 20.024(CFS) for 10.000(Ac.) Total runoff = 46.598(CFS) Effective area this stream = 20.00(Ac•)60.00(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.099(In/Hr) Street flow at end of street = 46.598(CFS) Half street flow at end of street = 23.299(CFS) Depth of flow = 0.606(Ft.), Average velocity = 3.706(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 611.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 46.598(CFS) Time of concentration = 19.04 min. Rainfall intensity = 2.688(In/Hr) Area averaged loss rate (Fm) = 0.0990(In/Hr) Area averaged Pervious ratio (Ap) = 0.2250 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 89.846 20.26 2.590 2 46.598 19.04 2.688 Qmax (1) _ 1.000 * 1.000 * 89.846) + 0.962 * 1.000 * 46.598) + = 134.677 S2n►ax (2 ) _ 1.039 * 0.940 * 89.846) + 1.000 * 1.000 * 46.598) + = 134.334 Total of 2 streams to confluence: Flow rates before confluence point: 89.846 46.598 Maximum flow rates at confluence using above data: 134.677 134.334 Area of streams before confluence: 36.696 20.000 Effective area values after confluence: 56.696 54.489 Results of confluence: Total flow rate = 134.677(CFS) Time of concentration = 20.261 min. err' Effective stream area after confluence = 56.696(Ac.) Stream Area average Pervious fraction(Ap) = 0.185 Stream Area average soil loss rate(Fm) = 0.081(In/Hr) Study area (this main stream) = 56.70(Ac.) N 811 ......++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 90.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1040.000(Ft.) Downstream point/station elevation = 1025.000(Ft.) Pipe length = 750.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 134.677(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 134.677(CFS) Normal flow depth in pipe = 26.48(In.) Flow top width inside pipe = 53.99(In.) Critical Depth = 40.96(In.) Pipe flow velocity = 17.34(Ft/s) Travel time through pipe = 0.72 min. Time of concentration (TC) = 20.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 56.696(Ac.) Runoff from this stream = 134.677(CFS) Time of concentration = 20.98 min. Rainfall intensity = 2.536(In/Hr) Area averaged loss rate (Fm) = 0.0812(In/Hr) Area averaged Pervious ratio (Ap) = 0.1845 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 612.000 to Point/Station 613.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(AP) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1058.700(Ft.) Bottom (of initial area) elevation = 1053.700(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(g)= 0.50 TC = k(0.304)*[(length-3)/(elevation change))"0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 14.410(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.044(In/Hr) 0.044(In/Hr) year storm is C = 0.888 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station . 613.000 to Point/Station 614.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1053.700(Ft.) End of street segment elevation = 1051.100(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.615(CFS) Depth of flow = 0.477(Ft.), Average velocity = 2.905(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.101(Ft.) Flow velocity = 2.91(Ft/s) Travel time = 1.89 min. TC = 15.80 min. Adding area flow to street COMMERCIAL subarea type .1 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.044(In/Hr) Rainfall intensity = 3.007(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.887 Subarea runoff = 12.256(CFS) for 5.000(Ac.) Total runoff = 26.666(CFS) Effective area this stream = 10.00(Ac.•) Total Study Area (Main Stream No. 1) = 70.00(Ac.) Area averaged Fm value = 0.044(In/Hr) Street flow at end of street = 26.666(CFS) Half street flow at end of street = 13.333(CFS) Depth of flow = 0.506(Ft.), Average velocity = 3.102(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 614.000 to Point/Station 615.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1051.100(Ft.) End of street segment elevation = 1046.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 39.998(CFS) Depth of flow = 0.567(Ft.), Average velocity = 3.623(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.62(Ft/s) Travel time = 3.04 min. TC = 18.83 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) =;0.3500 Max loss rate(Fm)= 0.154(In/Hr) Rainfall intensity = 2.706(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867 Subarea runoff = 20.257 (CFS) for 10.000 (Ac. ) Total runoff = 46.922(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 80.00(Ac.) Area averaged Fm value = 0.099(In/Hr) Street flow at end of street = 46.922(CFS) Half street flow at end of street = 23.461(CFS) Depth of flow = 0.595(Ft.), Average velocity = 3.859 (Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 615.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 46.922(CFS) Time of concentration = 18.83 min. Rainfall intensity = 2.706(In/Hr) Area averaged loss rate (Fm) = 0.0990(In/Hr) Area averaged Pervious ratio (Ap) = 0.2250 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 134.677 20.98 2.536 2 46.922 18.83 2.706 Qmax (1) _ 1.000 * 1.000 * 134.677) + 0.935 * 1.000 * 46.922) + = 178.541 Qmax (2 ) _ 1.069 * 0.898 * 134.677) + 1.000 * 1.000 * 46.922) + = 176.168 Total of 2 streams to confluence: Flow rates before confluence point: 134.677 46.922 Maximum flow rates at confluence using above data: 178.541 176.168 Area of streams before confluence: 56.696 20.000 Effective area values after confluence: 76.696 70.886 Results of confluence: Total flow rate = 178.541(CFS) Time of concentration = 20.982 min. Effective stream area after confluence = 76.696(Ac.) Stream Area average Pervious fraction(Ap) = 0.195 Stream Area average soil loss rate(Fm) = 0.086(In/Hr) Study area (this main stream) = 76.70(Ac.) End of computations, Total Study Area = 80.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.194 Area averaged SCS curve number = 56.0 W 9 (. N 10( San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, 07/13/04-2001 Version 6.4 Rational Hydrology StudyDate: ------------------------------------- FONTANA / LINE DZ -4A HYDROLOGY 100 YEAR STORM JN 04339 ----------------------------------------- Hall & Forman, Inc. - SIN 950 ---------------------- ------------------ ------------------ ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 625.000 to Point/Station 626.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.-000(Ft.) Top (of initial area) elevation = 1058.000(Ft.) Bottom (of initial area) elevation = 1051.300(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.00670 s(%')= 0.67 TC = k(0.389) * [ (length"3) / (elevation change) ] "0.2 Initial area time of concentration = 16.778 min. Rainfall intensity = 2.900(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 12.060(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) 0.220(In/Hr) year storm is C = 0.832 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 626.000 to Point/Station* 627.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1051.300(Ft.) 902 End of street segment elevation = 1049.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.090(CFS) Depth of flow = 0.460(Ft.), Average velocity = 2.655(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.264(Ft.) Flow velocity = 2.65(Ft/s) Travel time = 2.07 min. TC = 18.85 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(AP) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.704(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.827 Subarea runoff = 10.299(CFS) for 5.000 (Ac. ) Total runoff = 22.358(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 22.358(CFS) Half street flow at end of street = 11.179(CFS) Depth of flow = 0.491(Ft.), Average velocity = 2.798(Ft/s) Flow width (from curb towards crown)= 19.811(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 627.000 to Point/Station * 628.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1049.000(Ft.) End of street segment elevation = 1044.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.551(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.23(Ft/s) Travel time = 3.40 min. TC = 22.25 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 S e number for AMC 3 = 75.80 33.538(CFS) 3.231(Ft/s) 103 Adjusted SC cury Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.448(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.819 Subarea runoff = 17.743 (CFS) for 10.000 (Ac. ) Total runoff = 40.101(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 20.00(Ac.) Area averaged Fm value = 0.220(In/Hr) ,,00*- Street flow at end of street = 40.101(CFS) �kw,, Half street flow at end of street = 20.051(CFS) Depth of flow = 0.580(Ft.), Average velocity = 3.468 (Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 629.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.600(Ft.) End of street segment elevation = 1040.300(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (11 side (s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 60.152(CFS) Depth of flow = 0.867(Ft.), Average velocity = 3.771(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 9.99(Ft.) Streetflow hydraulics at midpoint of street travel: im Halfstreet flow width = 38.576(Ft.) Flow velocity = 3.77(Ft/s) 10ft, Travel time = 2.92 min. TC = 25.17 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.273(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.813 Subarea runoff = 33.824(CFS) for 20.000(Ac.) Total runoff = 73.925(CFS) Effective area this stream = 40.00(Ac.) Total Study Area (Main Stream No. 1) = 40.00(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 73.925(CFS) Half street flow at end of street = 73.925(CFS) Depth of flow = 0.923(Ft.), Average velocity = 3.921(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 12.82(Ft.) Flow width (from curb towards crown)= 41.399(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 'NOWProcess from Point/Station 629.000 to Point/Station 46.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1033.300(Ft.) Downstream point/station elevation = 1026.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 73.925(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 73.925(CFS) Normal flow depth in pipe = 31.69(In.) Flow top width inside pipe = 23.38(In.) Critical Depth = 32.48(In.) Pipe flow velocity = 11.22(Ft/s) Travel time through pipe = 0.98 min. Time of concentration (TC) = 26.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 629.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 40.000(Ac.) Runoff from this stream = 73.925(CFS) 000- Time of concentration = 26.15 min. Rainfall intensity = 2.222(In/Hr) *'" Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ �.7 lot Process from Point/Station 630.000 to Point/Station 631.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(AP) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1052.200(Ft.) Bottom (of initial area) elevation = 1044.000(Ft.) Difference in elevation = 8.200(Ft.) Slope = 0.00820 s(%-)= 0.82 TC = k(0.389)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.113 min. Rainfall intensity = 2.971(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.833 Subarea runoff = 12.380(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 631.000 to Point/Station 632.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.000(Ft.) End of street segment elevation = 1041.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.453(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.888(Ft.) Flow velocity = 2.84(Ft/s) Travel time = 1.94 min. TC = 18.05 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 18.570(CFS) 2.838(Ft/s) Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.775(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.829 Subarea runoff = 10.619(CFS) for 5.000(Ac.) Total runoff = 22.999(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) _ ' 50.00(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 22.999(CFS) Half street flow at end of street = 11.499(CFS) Depth of flow = 0.483(Ft.), Average velocity = 2.992(Ft/s) Flow width (from curb towards crown)= 19.420(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 632.000 to Point/Station 633.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1041.300(Ft.) End of street segment elevation = 1035.900(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 34.498(CFS) Depth of flow = 0.540(Ft.), Average velocity = 3.475(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.48(Ft/s) Travel time = 3.17 min. TC = 21.22 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.519(In/Hr) for a 100.0 year storm 00W Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.821 Subarea runoff = 18.383(CFS) for 10.000(Ac.) Total runoff = 41.382(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 60.00(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 41.382(CFS) Half street flow at end of street = 20.691(CFS) Depth of flow = 0.568(Ft.), Average velocity = 3.736(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 633.000 to Point/Station 633.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000t c.) Runoff from this stream = 41.382(CFS) Time of concentration = 21.22 min. Rainfall intensity = 2.519(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 73.925 26.15 2.222 2 41.382 21.22 2.519 Qmax (1) _ 1.000 * 1.000 * 73.925) + .0- 0.871 * 1.000 * 41.382) + = 109.961 Qmax (2 ) _ 1.148 * 0.811 * 73.925) + 1.000 * 1.000 * 41.382) + = 110.256 Total of 2 streams to confluence: Flow rates before confluence point: 73.925 41.382 Maximum flow rates at confluence using above data: 109.961 110.256 Area of streams before confluence: 40.000 20.000 Effective area values after confluence: 60.000 52.452 Results of confluence: Total flow rate = 110.256(CFS) Time of concentration = 21.216 min. Effective stream area after confluence = 52.452(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.220(In/Hr) Study area (this main stream) = 60.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 91.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** lk%'' Upstream point/station elevation = 1026.000(Ft.) Downstream point/station elevation = 1014.500(Ft.) Pipe length = 750.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 110.256(CFS) Given pipe size = 60.00(In.) 90 Calculated individual pipe flow = 110.256(CFS) Normal flow depth in pipe = 24.19(In.) Flow top width inside pipe = 58.86(In.) Critical Depth = 35.95(In.) Pipe flow velocity = 14.87(Ft/s) Travel time through pipe = 0.84 min. Time of concentration (TC) = 22.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 52.452(Ac.) Runoff from this stream = 110.256(CFS) Time of concentration = 22.06 min. Rainfall intensity = 2.461(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 634.000 to Point/Station 635.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 40.► Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(AP) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1046.800(Ft.) Bottom (of initial area) elevation = 1041.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%-)= 0.50 TC = k(0.389)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 13.931(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 635.000 to Point/Station 636.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1041.800(Ft.) End of street segment elevation = 1037.800(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) 0.1 Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) **W Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.897(CFS) Depth of flow = 0.442(Ft.), Average velocity = 3.389(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.356(Ft.) Flow velocity = 3.39(Ft/s) Travel time = 1.62 min. TC = 19.41 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(AP) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.657(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.825 Subarea runoff = 12.388(CFS) for 6.000(Ac.) ,,. Total runoff = 26.319 (CFS) Effective area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 72.00(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 26.319(CFS) Half street flow at end of street = 13.160(CFS) Depth of flow = 0.474(Ft.), Average velocity = 3.587(Ft/s) Flow width (from curb towards crown)= 18.966(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station 637.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1037.800(Ft.) End of street segment elevation = 1031.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) 4#00k, Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) %UVII Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 38.382(CFS) q Depth of flow = 0.538(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) �wrr Flow velocity = 3 .89 (Ft/s) Travel time = 2.83 min. TC = 22.24 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 3.887(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.449(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.789 Subarea runoff = 18.104(CFS) for 11.000(Ac.) Total runoff = 44.424(CFS) Effective area this stream = 23.00(Ac.) Total Study Area (Main Stream No. 1) = 83.00(Ac.) Area averaged Fm value = 0.303(In/Hr) Street flow at end of street = 44.424(CFS) Half street flow at end of street = 22.212(CFS) Depth of flow = 0.561(Ft.), Average velocity = 4.119(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) N400-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 637.000 to Point/Station 637.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 23.000(Ac.) Runoff from this stream = 44.424(CFS) Time of concentration = 22.24 min. Rainfall intensity = 2.449(In/Hr) Area averaged loss rate (Fm) = 0.3025(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 110.256 22.06 2.461 2 44.424 22.24 2.449 Qmax (1) _ 1.000 * 1.000 * 110.256) + 1.006 * 0.992 * 44.424) + = 154.562 Qmax (2 ) _ 0.994 * 1.000 * 110.256) + 1.000 * 1.000 * 44.424) + = 154.072 Total of 2 streams to confluence: Flow rates before confluence point: 110.256 44.424 Maximum flow rates at confluence using above data: I (C Depth of flow = 0.538(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.89(Ft/s) Travel time = 2.83 min. TC = 22.24 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 3.887(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.449(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.789 Subarea runoff = 18.104(CFS) for 11.000(Ac.) Total runoff = 44.424(CFS) Effective area this stream = 23.00(Ac.) Total Study Area (Main Stream No. 1) = 83.00(Ac.) Area averaged Fm value = 0.303(In/Hr) Street flow at end of street = 44.424(CFS) Half street flow at end of street = 22.212(CFS) Depth of flow = 0.561(Ft.), Average velocity = 4.119(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 637.000 to Point/Station 637.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 23.000(Ac.) Runoff from this stream = 44.424(CFS) Time of concentration = 22.24 min. Rainfall intensity = 2.449(In/Hr) Area averaged loss rate (Fm) = 0.3025(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 110.256 22.06 2.461 2 44.424 22.24 2.449 Qmax(1) _ 1.000 * 1.000 * 110.256) + 1.006 * 0.992 * 44.424) + = 154.562 Qmax (2 ) _ 0.994 * 1.000 * 110.256) + 1.000 * 1.000 * 44.424) + = 154.072 Total of 2 streams to confluence: Flow rates before confluence point: 110.256 44.424 Maximum flow rates at confluence using above data: III 154.562 154.072 Area of streams before confluence: JOMW- 52.452 23.000 r.r► Effective area values after confluence: 75.260 75.452 Results of confluence: Total flow rate = 154.562(CFS) Time of concentration = 22.057 min. Effective stream area after confluence = 75.260(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.245(In/Hr) Study area (this main stream) = 75.45(Ac.) End of computations, Total Study Area = 83.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 52.8 Pi M m J 0oeo M San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/10/05 ------------------------------------------------------------------------ FONTANA / LINE JURUPA AVE. 141X 9' RCB HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 ,waw **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 99.59 Adjusted SCS curve number for AMC 3 = 99.92 Pervious ratio(Ap) = 0.4650 Max loss rate(Fm)= 0.001(In/Hr) Rainfall intensity = 3.539(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 12.04 min. Rain intensity = 3.54(In/Hr) Total area this stream = 541.67(Ac.) Total Study Area (Main Stream No. 1) = 541.67(Ac.) Total runoff = 1969.99(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 90.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1028.200(Ft.) Downstream point elevation = 1022.300(Ft.) Channel length thru subarea = 1320.000(Ft.) Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 1969.990(CFS) Depth of flow = 8.627(Ft.), Average velocity = 16.310(Ft/s) Channel flow top width = 14.000(Ft.) Flow Velocity = 16.31(Ft/s) Travel time = 1.35 min. Time of concentration = 13.39 min. Critical depth = 8.500(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 541.670(Ac.) Runoff from this stream = 1969.990(CFS) Time of concentration = 13.39 min. Rainfall intensity = 3.320(In/Hr) Area averaged loss rate (Fm) = 0.0008(In/Hr) Area averaged Pervious ratio (Ap) = 0.4650 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 91.44 Adjusted SCS curve number for AMC 3 = 98.29 Pervious ratio(Ap) = 0.1950 Max loss rate(Fm)= 0.007(In/Hr) Rainfall intensity = 2.536(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 20.98 min. Rain intensity = 2.54(In/Hr) °`OM' Total area this stream = 76.70(Ac.) 146W Total Study Area (Main Stream No. 1) = 618.37(Ac.) Total runoff = 178.54(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 76.700(Ac.) Runoff from this stream = 178.540(CFS) Time of concentration = 20.98 min. Rainfall intensity = 2.536(In/Hr) Area averaged loss rate (Fm) = 0.0066(In/Hr) Area averaged Pervious ratio (Ap) = 0.1950 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 616.000 to Point/Station 617.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 0.140(In/Hr) Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= r Initial subarea data: X00? Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1540.000(Ft.) '�.. Bottom (of initial area) elevation = 1160.000(Ft.) Difference in elevation = 380.000(Ft.) Slope = 0.38000 s(%)= 38.00 TC = k(0.525)*[(length^3)/(elevation change))^0.2 Initial area time of concentration = 10.097 min. Rainfall intensity = 3.933(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.868 Subarea runoff = 23.895(CFS) 7.000(Ac.) Total initial stream area = Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 617.000 to Point/Station 618.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 54.616(CFS) Depth of flow = 0.575(Ft.), Average velocity = 5.511(Ft/s) ******* Irregular Channel Data *********** --------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 5.00 2 150.00 0.00 3 300.00 5.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 54.616(CFS) `'wily► I I flow top width = 34.487 (Ft. ) I I velocity= 5.511(Ft/s) I I area = 9.911(Sq.Ft) I I Froude number = 1.811 Upstream point elevation = 1160.000(Ft.) Downstream point elevation = 1080.000(Ft.) Flow length = 900.000(Ft.) Travel time = 2.72 min. Time of concentration = 12.82 min. Depth of flow = 0.575(Ft.) Average velocity = 5.511(Ft/s) Total irregular channel flow = 54.616(CFS) Irregular channel normal depth above invert elev. = 0.575(Ft.) Average velocity of channel(s) = 5.511(Ft/s) Sub -Channel No. 1 Critical depth = 0.727(Ft.) Critical flow top width = 43.594(Ft.) Critical flow velocity= 3.449(Ft/s) Critical flow area = 15.837(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.0008 00 SCS curve number for soil(AMC 2) Adjusted SCS curve numberfor AMC 3 92.8%Nowss ate(Fm)= 0.140(In/Hr) Pervious ratio(Ap) 1004 Rainfall intensity = 3.408(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.863 Subarea runoff = 49.636(CFS) for 18.000(Ac.) Total runoff = 73.531(CFS) Effective area this stream = 25.00(Ac.) Total Study Area (Main Stream No. 1) = 643.37(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 618.000 to Point/Station 90.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1033.000(Ft.) Downstream point/station elevation = 1025.000(Ft.) Pipe length = 420.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 73.531(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 73.531(CFS) Normal flow depth in pipe = 20.25(In.) Flow top width inside pipe = 47.41(In.) Critical Depth = 31.13(In.) Pipe flow velocity = 14.61(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 13.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 25.000(Ac.) Runoff from this stream = 73.531(CFS) Time of concentration = 13.30 min. Rainfall intensity = 3.334(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 619.000 to Point/Station 620.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL (5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 0.220 (In/Hr) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1056.400(Ft.) Bottom (of initial area) elevation = 1051.400(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 ,. Initial area time of concentration = 17.789 min. loos Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 13.931(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 621.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1051.400(Ft.) End of street segment elevation = 1046.000(Ft.) Length of street segment = 1070.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.897(CFS) IAW. Depth of flow = 0.504(Ft.), Average velocity = 2.462(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.46(Ft/s) Travel time = 7.24 min. TC = 25.03 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 0.220(In/Hr) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Rainfall intensity = 2.281(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.813 Subarea runoff = 8.328(CFS) for 6.000(Ac.) Total runoff = 22.259(CFS) Effective area this stream = 12.00(Ac•655.37(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 22.259(CFS) Half street flow at end of street = 11.129(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) F vow++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ [0 G ( Process from Point/Station 621.000 to Point/Station 621.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 12.000(Ac.) Runoff from this stream = 22.259(CFS) Time of concentration = 25.03 min. Rainfall intensity = 2.281(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1969.990 13.39 3.320 2 178.540 20.98 2.536 3 73.531 13.30 3.334 4 22.259 25.03 2.281 Qmax(1) _ 1.000 * 1.000 * 1969.990) + 1.310 * 0.638 * 178.540) + 0.996 * 1.000 * 73.531) + 1.504 * 0.535 * 22.259) + = 2210.391 Qmax (2 ) _ 0.764 * 1.000 * 1969.990) + 1.000 * 1.000 * 178.540) + 0.750 * 1.000 * 73.531) + 1.124 * 0.838 * 22.259) + = 1759.176 Qmax(3) _ 1.004 * 0.993 * 1969.990) + 1.315 * 0.634 * 178.540) + 1.000 * 1.000 * 73.531) + 1.511 * 0.531 * 22.259) + = 2204.933 Qmax(4) _ 0.687 * 1.000 * 1969.990) + 0.899 * 1.000 * 178.540) + 0.670 * 1.000 * 73.531) + 1.000 * 1.000 * 22.259) + = 1585.277 Total of 4 streams to confluence: Flow rates before confluence point: 1969.990 178.540 73.531 22.259 Maximum flow rates at confluence using above data: 2210.391 1759.176 2204.933 1585.277 Area of streams before confluence: 541.670 76.700 25.000 12.000 Effective area values after confluence: 622.036 653.427 618.009 655.370 Results of confluence: Total flow rate = 2210.391(CFS) Time of concentration = 13.389 min. Effective stream area after confluence = 622.036(Ac.) Stream Area average Pervious fraction(Ap) = 0.454 Stream Area average soil loss rate(Fm) = 0.011(In/Hr) Study area (this main stream) = 655.37(Ac.) "*- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ err Process from Point/Station 90.000 to Point/Station 91.000 tool **** IMPROVED CHANNEL TRAVEL TIME **** wr' Covered channel Upstream point elevation = 1022.300(Ft.) Downstream point elevation = 1013.100(Ft.) Channel length thru subarea = 1320.000(Ft.) Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 2210.391(CFS) Depth of flow = 7.948(Ft.), Average velocity = 19.864(Ft/s) Channel flow top width = 14.000(Ft.) Flow Velocity = 19.86(Ft/s) Travel time = 1.11 min. Time of concentration = 14.50 min. Critical depth = 9.125(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 622.036(Ac.) Runoff from this stream = 2210.391(CFS) Time of concentration = 14.50 min. Rainfall intensity = 3.166(In/Hr) Area averaged loss rate (Fm) = 0.0108(In/Hr) Area averaged Pervious ratio (Ap) = 0.4545 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 89.16 Adjusted SCS curve number for AMC 3 = 97.83 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.021(In/Hr) Rainfall intensity = 2.461(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 22.06 min. Rain intensity = 2.46(In/Hr) Total area this stream = 75.26(Ac.) Total Study Area (Main Stream No. 1) = 730.63(Ac.) Total runoff = 154.56(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 75.260(Ac.) Runoff from this stream = 154.560(CFS) Time of concentration = 22.06 min. Rainfall intensity = 2.461(In/Hr) Area averaged loss rate (Fm) = 0.0215(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 N ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 638.000 to Point/Station 639.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1900.000(Ft.) Bottom (of initial area) elevation = 1540.000(Ft.) Difference in elevation = 360.000(Ft.) Slope = 0.36000 s(%)= 36.00 TC = k(0.525)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 10.207 min. Rainfall intensity = 3.907(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.868 Subarea runoff = 33.906(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 639.000 to Point/Station 640.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 67.812(CFS) Depth of flow = 0.867(Ft.), Average velocity = 18.062(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 100.00 0.00 3 200.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 67.812(CFS) ' flow top width = 8.665(Ft.) ' velocity= 18.062(Ft/s) ' area = 3.754(Sq.Ft) ' Froude number = 4.836 Upstream point elevation = 1540.000(Ft.) Downstream point elevation = 1200.000(Ft.) Flow length = 600.000(Ft.) Travel time = 0.55 min. Time of concentration = 10.76 min. Depth of flow = 0.867(Ft.) Average velocity = 18.062(Ft/s) ANNIN. Total irregular channel flow = 67.812(CFS) Irregular channel normal depth above invert elev. = 0.867(Ft.) Average velocity of channel(s) = 18.062(Ft/s) (001 Sub -Channel No. 1 Critical depth = 1.625(Ft.) ' Critical flow top width = 16.250(Ft.) Critical flow velocity= 5.136(Ft/s) ' Critical flow area = 13.203(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.785(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867 Subarea runoff = 64.521(CFS) for 20.000(Ac.) Total runoff = 98.428(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 760.63(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 640.000 to Point/Station 641.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** �w Estimated mean flow rate at midpoint of channel = 167.327(CFS) Depth of flow = 0.702(Ft.), Average velocity = 6.790(Ft/s) "******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 4.00 2 200.00 0.00 3 400.00 4.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 167.327(CFS) flow top width = 70.202(Ft.) velocity= 6.790(Ft/s) ' ' area = 24.642(Sq.Ft) ' Froude number = 2.020 Upstream point elevation = 1200.000(Ft.) Downstream point elevation = 1045.000(Ft.) Flow length = 1500.000(Ft.) Travel time = 3.68 min. Time of concentration = 14.44 min. Depth of flow = 0.702(Ft.) Average velocity = 6.790(Ft/s) Total irregular channel flow = 167.327(CFS) Irregular channel normal depth above invert elev. = 0.702(Ft.) Average velocity of channel(s) = 6.790(Ft/s) Sub -Channel No. 1 Critical depth = 0.930(Ft.) Av*, Critical flow top width = 92.969(Ft.) ' Critical flow velocity= 3.872(Ft/s) Critical flow area = 43.216(Sq.Ft) (d tc Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Adjusted SCS curve number for AMC 3 = 92.80 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.140(In/Hr) Rainfall intensity = 3.173(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.860 Subarea runoff = 98.096(CFS) for 42.000(Ac.) Total runoff = 196.524(CFS) Effective area this stream = 72.00(Ac.) Total Study Area (Main Stream No. 1) = 802.63(Ac.) Area averaged Fm value = 0.140(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 641.000 to Point/Station 91.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1035.000(Ft.) Downstream point/station elevation = 1015.400(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 196.524(CFS) Given pipe size = 42.00(In.) w Calculated individual pipe flow = 196.524(CFS) Normal flow depth in pipe = 32.25(In.) Flow top width inside pipe = 35.46(In.) Critical depth could not be calculated. Pipe flow velocity = 24.81(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 14.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 72.000(Ac.) Runoff from this stream = 196.524(CFS) Time of concentration = 14.74 min. Rainfall intensity = 3.134(In/Hr) Area averaged loss rate (Fm) = 0.1400(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 642.000 to Point/Station 643.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 9ott Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) ✓ Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1042.000(Ft.) Bottom (of initial area) elevation = 1037.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.829 Subarea runoff = 13.931(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 643.000 to Point/Station 644.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1037.000(Ft.) End of street segment elevation = 1031.000(Ft.) Length of street segment = 1200.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 23.219(CFS) Depth of flow = 0.518(Ft.), Average velocity = 2.560(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.56(Ft/s) Travel time = 7.81 min. TC = 25.60 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.250(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.773 Subarea runoff = 10.410(CFS) for 8.000(Ac.) r... Total runoff = 24.341(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 1) = 816.63(Ac.) 10 111 t""' Area averaged Fm value = 0.319(In/Hr) Street flow at end of street = 24.341(CFS) Half street flow at end of street = 12.170(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 644.000 to Point/Station 644.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 14.000(Ac.) Runoff from this stream = 24.341(CFS) Time of concentration = 25.60 min. Rainfall intensity = 2.250(In/Hr) Area averaged loss rate (Fm) = 0.3186(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 645.000 to Point/Station 646.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 A0,01. Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 `�wi► SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1042.000(Ft.) Bottom (of initial area) elevation = 1037.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.774 Subarea runoff = 12.999(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 646.000 to Point/Station 647.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1037.000(Ft.) End of street segment elevation = 1031.000(Ft.) Length of street segment = 1200.000(Ft.) Height of curb above gutter flowline = 8.0(In.) 10.11, Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 1013 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street 'ow Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.582(CFS) Depth of flow = 0.502(Ft.), Average velocity = 2.440(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.44(Ft/s) Travel time = 8.20 min. TC = 25.99 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.230(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.742 Subarea runoff = 8.504(CFS) for 7.000(Ac.) Total runoff = 21.503(CFS) Effective area this stream = 13.00(Ac.) Total Study Area (Main Stream No. 1) = 829.63(Ac.) Area averaged Fm value = 0.393(In/Hr) Street flow at end of street = 21.503(CFS) Half street flow at end of street = 10.751(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 647.000 to Point/Station 647.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 5 Stream flow area = 13.000(Ac.) Runoff from this stream = 21.503(CFS) Time of concentration = 25.99 min. Rainfall intensity = 2.230(In/Hr) Area averaged loss rate (Fm) = 0.3926(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 0014 1 2210.391 14.50 3.166 2 154.560 22.06 2.461 3 196.524 14.74 3.134 1014 Total of 5 streams to confluence: Flow rates before confluence point: 2210.391 154.560 196.524 24.341 21.503 Maximum flow rates at confluence using above data: 2575.011 2067.181 2554.859 4 24.341 25.60 622.036 75.260 72.000 2.250 Effective area values after confluence: 5 21.503 25.99 2.230 Time of concentration = 14.496 min. Qmax(1) _ 757.459(Ac.) Stream Area average Pervious fraction(Ap) = 0.510 Stream Area average soil loss rate(Fm) = 0.035(In/Hr) Study area (this main stream) = 796.30(Ac.) 1.000 * 1.000 * 2210.391) + 1.289 * 0.657 * 154.560) + 1.011 * 0.983 * 196.524) + 1.474 * 0.566 * 24.341) + 1.509 * 0.558 * 21.503) + = 2575.011 Qmax(2) _ 0.777 * 1.000 * 2210.391) + 1.000 * 1.000 * 154.560) + 0.775 * 1.000 * 196.524) + 1.109 * 0.862 * 24.341) + 1.125 * 0.849 * 21.503) + = 2067.181 Qmax(3) _ 0.990 * 1.000 * 2210.391) + 1.276 * 0.668 * 154.560) + 1.000 * 1.000 * 196.524) + 1.457 * 0.576 * 24.341) + 1.491 * 0.567 * 21.503) + = 2554.859 Qmax(4) _ 0.710 * 1.000 * 2210.391) + 0.914 * 1.000 * 154.560) + 0.705 * 1.000 * 196.524) + 1.000 * 1.000 * 24.341) + 1.011 * 0.985 * 21.503) + = 1894.671 Qmax(5) _ 0.704 * 1.000 * 2210.391) + 0.906 * 1.000 * 154.560) + 0.698 * 1.000 * 196.524) + 0.990 * 1.000 * 24.341) + 1.000 * 1.000 * 21.503) + = 1877.927 Total of 5 streams to confluence: Flow rates before confluence point: 2210.391 154.560 196.524 24.341 21.503 Maximum flow rates at confluence using above data: 2575.011 2067.181 2554.859 1894.671 1877.927 Area of streams before confluence: 622.036 75.260 72.000 14.000 13.000 Effective area values after confluence: 757.459 792.396 759.779 796.104 796.296 Results of confluence: Total flow rate = 2575.011(CFS) Time of concentration = 14.496 min. Effective stream area after confluence = 757.459(Ac.) Stream Area average Pervious fraction(Ap) = 0.510 Stream Area average soil loss rate(Fm) = 0.035(In/Hr) Study area (this main stream) = 796.30(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1013.100(Ft.) Downstream point elevation = 1006.400(Ft.) Channel length thru subarea = 1340.000(Ft.) Channel base width = 14.000(Ft.) " Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.013 °%p Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 2575.011(CFS) Pressure flow condition in covered channel: Wetted perimeter = 46.00(Ft.) Flow area = Hydraulic grade line required at box inlet = Friction loss = 19.953(Ft.) 126.00(Sq.Ft) 13.253(Ft.) Minor Friction loss = 0.000(Ft.) K -Factor = Flow Velocity = 20.44(Ft/s) Travel time = 1.09 min. Time of concentration = 22.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 92.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 757.459(Ac.) Runoff from this stream = 2575.011(CFS) Time of concentration = 22.07 min. Rainfall intensity = 2.460(In/Hr) Area averaged loss rate (Fm) = 0.0351(In/Hr) Area averaged Pervious ratio (Ap) = 0.5096 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 650.000 to Point/Station 651.000 **** INITIAL AREA EVALUATION **** v4w RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1040.300(Ft.) Bottom (of initial area) elevation = 1033.600(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.00670 s(%)= 0.67 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.778 min. Rainfall intensity = 2.900(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.778 Subarea runoff = 11.283(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 651.000 to Point/Station 652.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1033.600(Ft.) ' End of street segment elevation = 1031.400(Ft.) 109C, Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.924(CFS) Depth of flow = 0.454(Ft.), Average velocity = 2.568(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.955(Ft.) Flow velocity = 2.57(Ft/s) Travel time = 2.14 min. TC = 18.92 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.698(In/Hr) for a 100.0 year storm ' Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.769 Subarea runoff = 9.468(CFS) for 5.000(Ac.) Total runoff = 20.751(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 839.63(Ac.) Area averaged Fm value = 0.393(In/Hr) Street flow at end of street = 20.751(CFS) Half street flow at end of street = 10.376(CFS) Depth of flow = 0.483(Ft.), Average velocity = 2.701(Ft/s) Flow width (from curb towards crown)= 19.417(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 652.000 to Point/Station 653.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1031.400(Ft.) End of street segment elevation = 1026.000(Ft.) Length of street segment = 750.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) 14pr Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 32.164(CFS) Depth of flow = 0.539(Ft.), Average velocity = 3.252(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.25(Ft/s) Travel time = 3.84 min. TC = 22.76 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.415(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.754 Subarea runoff = 17.470(CFS) for 11.000(Ac.) Total runoff = 38.221(CFS) Effective area this stream = 21.00(Ac.) Total Study Area (Main Stream No. 1) = 850.63(Ac.) Area averaged Fm value = 0.393(In/Hr) Street flow at end of street = 38.221(CFS) Half street flow at end of street = 19.110(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. '"•"" Distance that curb overflow reaches into property = 10.00(Ft.) V"W, Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 653.000 to Point/Station 654.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1026.000(Ft.) End of street segment elevation = 1023.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 48.231(CFS) Depth of flow = 0.856(Ft.), Average velocity = 3.127(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 9.44(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 38.028(Ft.) %MW Flow velocity = 3.13(Ft/s) 1n 18 Travel time = 3.52 min. TC = 26.28 min. Adding area flow to street 441W RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.215(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.741 Subarea runoff = 14.275(CFS) for 11.000(Ac.) Total runoff = 52.496(CFS) Effective area this stream = 32.00(Ac.) Total Study Area (Main Stream No. 1) = 861.63(Ac.) Area averaged Fm value = 0.393(In/Hr) Street flow at end of street = 52.496(CFS) Half street flow at end of street = 52.496(CFS) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 13.42(Ft.) Flow width (from curb towards crown)= 42.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 654.000 to Point/Station 654.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 """` Stream flow area = 32.000(Ac.) llftr Runoff from this stream = 52.496(CFS) Time of concentration = 26.28 min. Rainfall intensity = 2.215(In/Hr) Area averaged loss rate (Fm) = 0.3926(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2575.011 22.07 2.460 2 52.496 26.28 2.215 Qmax(1) _ 1.000 * 1.000 * 2575.011) + 1.134 * 0.840 * 52.496) + = 2625.016 Qmax(2) _ 0.899 * 1.000 * 2575.011) + 1.000 * 1.000 * 52.496) + = 2367.845 Total of 2 streams to confluence: Flow rates before confluence point: 2575.011 52.496 Maximum flow rates at confluence using above data: 2625.016 2367.845 Area of streams before confluence: 757.459 32.000 Effective area values after confluence: 784.335 789.459 Results of confluence: Total flow rate = 2625.016(CFS) Time of concentration = 22.073 min. Effective stream area after confluence = 784.335(Ac.) Stream Area average Pervious fraction(Ap) = 0.509 Stream Area average soil loss rate(Fm) = 0.050(In/Hr) Study area (this main stream) = 789.46(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 93.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1006.400(Ft.) Downstream point elevation = 1005.500(Ft.) Channel length thru subarea = 450.000(Ft.) Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 2625.016(CFS) Pressure flow condition in covered channel: Wetted perimeter = 46.00(Ft.) Flow area = 126.00(Sq.Ft) Hydraulic grade line required at box inlet = 8.371(Ft.) Friction loss = 9.271(Ft.) Minor Friction loss = 0.000(Ft.) K -Factor = 0.000 Flow Velocity = 20.83(Ft/s) Travel time = 0.36 min. Time of concentration = 21.34 min. End of computations, Total Study Area = 861.63 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.507 Area averaged SCS curve number = 90.5 @4 to 19 .INE "DZ -6 m San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/06/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -6 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 715.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1104.000(Ft.) Bottom (of initial area) elevation = 1092.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01200 s(%)= 1.20 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 11.669 min. Rainfall intensity = 3.606(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 22.222(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 716.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1092.000(Ft.) End of street segment elevation = 1089.000(Ft.) 110Z Length of street segment = 800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 39.682(CFS) Depth of flow = 0.633(Ft.), Average velocity = 2.903(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.90(Ft/s) Travel time = 4.59 min. TC = 16.26 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.955(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.876 Subarea runoff = 24.374(CFS) for 11.000(Ac.) Total runoff = 46.596(CFS) Effective area this stream = 18.00(Ac.) Total Study Area (Main Stream No. 1) = 18.00(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 46.596(CFS) Half street flow at end of street = 23.298(CFS) Depth of flow = 0.669(Ft.), Average velocity = 3.088(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.10(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 716.000 to Point/Station 717.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1089.000(Ft.) End of street segment elevation = 1081.500(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 e+� Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street fir+ Distance from curb to property line = 13.000(Ft.) (1O3 Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) ,r Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 72.482(CFS) Depth of flow = 0.842(Ft.), Average velocity = 4.900(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.77(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 37.352(Ft.) Flow velocity = 4.90(Ft/s) Travel time = 2.24 min. TC = 18.51 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.734(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.874 Subarea runoff = 44.229(CFS) for 20.000(Ac.) Total runoff = 90.824(CFS) Effective area this stream = 38.00(Ac.) Total Study Area (Main Stream No. 1) = 38.00(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 90.824(CFS) Half street flow at end of street = 90.824(CFS) Depth of flow = 0.903(Ft.), Average velocity = 5.107(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 11.81(Ft.) Flow width (from curb towards crown)= 40.396(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 717.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1075.000(Ft.) Downstream point/station elevation = 1061.000(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 90.824(CFS) Given pipe size = 36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 8.197(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 18.351(Ft.) Minor friction loss = 3.845(Ft.) K -factor = 1.50 Pipe flow velocity = 12.85(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 19.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** EM Along Main Stream number: 1 in normal stream number 1 ,,• Stream flow area = 38.000(Ac.) Runoff from this stream = 90.824(CFS) Time of concentration = 19.79 min. Rainfall intensity = 2.626(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 718.000 to Point/Station 719.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1082.000(Ft.) Bottom (of initial area) elevation = 1075.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s(%)= 0.70 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.997 min. ' Rainfall intensity = 3.380(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 14.857(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 719.000 to Point/Station 720.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1075.000(Ft.) End of street segment elevation = 1073.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 22.285(CFS) Depth of flow = 0.511(Ft.), Average velocity = 2.541(Ft/s) Note: depth of flow exceeds top of street crown. 1105 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.54(Ft/s) Travel time = 2.16 min. TC = 15.16 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 3.082(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 Subarea runoff = 12.171(CFS) for 5.000(Ac.) Total runoff = 27.028(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 48.00(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 27.028(CFS) Half street flow at end of street = 13.514(CFS) Depth of flow = 0.538(Ft.), Average velocity = 2.744(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station 721.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1073.300(Ft.) End of street segment elevation = 1070.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 40.542(CFS) Depth of flow = 0.609(Ft.), Average velocity = 3.194(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.19(Ft/s) Travel time = 3.44 min. TC = 18.61 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 rr Decimal fraction soil group D = 0.000 1106 SCS curve number for soil(AMC 2) = 32.00 ;ate Adjusted SCS curve number for AMC 3 = 52.00 stw Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.725(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.874 Subarea runoff = 20.617(CFS) for 10.000(Ac.) Total runoff = 47.645(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 58.00(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 47.645(CFS) Half street flow at end of street = 23.822(CFS) Depth of flow = 0.641(Ft.), Average velocity = 3.405(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 721.000 to Point/Station 722.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1070.000(Ft.) End of street segment elevation = 1068.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 59.556(CFS) Depth of flow = 0.874(Ft.), Average velocity = 3.655(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 10.34(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 38.928(Ft.) Flow velocity = 3.65(Ft/s) Travel time = 1.50 min. TC = 20.11 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 2.601(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.850 Subarea runoff = 18.700(CFS) for 10.000(Ac.) P'� Total runoff = 66.345 (CFS) Effective area this stream = 30.00(Ac.) 1107 Total Study Area (Main Stream No. 1) = 68.00(Ac.) Area averaged Fm value = 0.144(In/Hr) Street flow at end of street = 66.345(CFS) Half street flow at end of street = 66.345(CFS) Depth of flow = 0.903(Ft.), Average velocity = 3.730(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 11.82(Ft.) Flow width (from curb towards crown)= 40.400(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 722.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 66.345(CFS) Time of concentration = 20.11 min. Rainfall intensity = 2.601(In/Hr) Area averaged loss rate (Fm) = 0.1439(In/Hr) Area averaged Pervious ratio (Ap) = 0.1833 Summary of stream data: Stream Flow rate TC data: Rainfall Intensity No. (CFS) (min) 38.000 30.000 (In/Hr) 1 90.824 19.79 Results of confluence: 2.626 Total flow rate = 156.782(CFS) 2 66.345 20.11 Effective stream area after confluence = 2.601 Stream Area average Pervious fraction(Ap) = Qmax(1) _ 0.107(In/Hr) Study area (this main stream) = 68.00(Ac.) 1.000 * 1.000 * 90.824) + 1.010 * 0.984 * 66.345) + = 156.782 Qmax(2) _ 0.990 * 1.000 * 90.824) + 1.000 * 1.000 * 66.345) + = 156.272 Total of 2 streams to confluence: Flow rates before confluence point: 90.824 66.345 Maximum flow rates at confluence using above data: 156.782 156.272 Area of streams before confluence: 38.000 30.000 Effective area values after confluence: 67.523 68.000 Results of confluence: Total flow rate = 156.782(CFS) Time of concentration = 19.791 min. Effective stream area after confluence = 67.523(Ac.) Stream Area average Pervious fraction(Ap) = 0.137 Stream Area average soil loss rate(Fm) = 0.107(In/Hr) Study area (this main stream) = 68.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1061.000(Ft.) P' Downstream point/station elevation = 1048.200(Ft.) r Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 156.782(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 31.202(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 35.683(Ft.) Minor friction loss = 8.319(Ft.) K -factor = 1.50 Pipe flow velocity = 18.90(Ft/s) Travel time through pipe = 0.87 min. Time of concentration (TC) = 20.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 67.523(Ac.) Runoff from this stream = 156.782(CFS) Time of concentration = 20.66 min. Rainfall intensity = 2.559(In/Hr) Area averaged loss rate (Fm) = 0.1074(In/Hr) Area averaged Pervious ratio (Ap) = 0.1368 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 723.000 to Point/Station 724.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1072.000(Ft.) Bottom (of initial area) elevation = 1066.600(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00540 s(%)= 0.54 TC = k(0.360)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.212 min. Rainfall intensity = 2.960(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.816 Subarea runoff = 12.085(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.275(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 724.000 to Point/Station 725.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1066.600(Ft.) End of street segment elevation = 1063.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.127(CFS) Depth of flow = 0.478(Ft.), Average velocity = 2.422(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.159(Ft.) Flow velocity = 2.42(Ft/s) Travel time = 4.54 min. TC = 20.75 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 2.553(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.803 Subarea runoff = 8.415(CFS) for 5.000(Ac.) ,. Total runoff = 20.500(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 78.00(Ac.) Area averaged Fm value = 0.275(In/Hr) Street flow at end of street = 20.500(CFS) Half street flow at end of street = 10.250(CFS) Depth of flow = 0.496(Ft.), Average velocity = 2.501(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 725.000 to Point/Station 729.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =1063.000(Ft.) End of street segment elevation = 1056.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) i`'o", Manning's N in gutter = 0.0150 *4W Manning's N from gutter to grade break = 0.0150 the Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.500(CFS) a Depth of flow = 0.564(Ft.), Average velocity = 3.681(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 23.446(Ft.) Flow velocity = 3.68(Ft/s) Travel time = 2.99 min. TC = 23.74 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.355(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.795 Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 20.500(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 78.00(Ac.) Area averaged Fm value = 0.275(In/Hr) Street flow at end of street = 20.500(CFS) Half street flow at end of street = 20.500(CFS) Depth of flow = 0.564(Ft.), Average velocity = 3.681(Ft/s) Flow width (from curb towards crown)= 23.446(Ft.) ,..r.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 729.000 to Point/Station 729.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.000(Ac.) Runoff from this stream = 20.500(CFS) Time of concentration = 23.74 min. Rainfall intensity = 2.355(In/Hr) Area averaged loss rate (Fm) = 0.2748(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 726.000 to Point/Station 727.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1069.200(Ft.) Bottom (of initial area) elevation = 1062.000(Ft.) Difference in elevation = 7.200(Ft.) 'l�pr Slope = 0.00720 s(%)= 0.72 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.305 min. Rainfall intensity = 3.064(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.819 Subarea runoff = 12.552(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.275(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 727.000 to Point/Station 728.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1062.000(Ft.) End of street segment elevation = 1060.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.829(CFS) Depth of flow = 0.476(Ft.), Average velocity = 2.544(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.051(Ft.) Flow velocity = 2.54(Ft/s) Travel time = 2.16 min. TC = 17.47 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 2.831(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.813 Subarea runoff = 10.450(CFS) for 5.000(Ac.) Total runoff = 23.003(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 88.00(Ac.) Area averaged Fm value = 0.275(In/Hr) Street flow at end of street = 23.003(CFS) Half street flow at end of street = 11.501(CFS) Depth of flow = 0.504(Ft.), Average velocity = 2.703(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1112 Process from Point/Station 728.000 to Point/Station 729.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1060.000(Ft.) End of street segment elevation = 1056.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb -to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 34.504(CFS) Depth of flow = 0.577(Ft.), Average velocity = 3.023(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.02(Ft/s) Travel time = 3.64 min. TC = 21.11 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 2.527(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.802 Subarea runoff = 17.534(CFS) for 10.000(Ac.) Total runoff = 40.537(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 98.00(Ac.) Area averaged Fm value = 0.275(In/Hr) Street flow at end of street = 40.537(CFS) Half street flow at end of street = 20.269(CFS) Depth of flow = 0.606(Ft.), Average velocity = 3.223(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 729.000 to Point/Station 729.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 20.000(Ac.) Runoff from this stream = 40.537(CFS) Time of concentration = 21.11 min. Rainfall intensity = 2.527(In/Hr) Area averaged loss rate (Fm) = 0.2748(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 156.782 20.66 2.559 2 20.500 23.74 2.355 3 40.537 21.11 2.527 Qmax(l) _ 1.000 * 1.000 * 156.782) + 1.098 * 0.870 * 20.500) + 1.014 * 0.979 * 40.537) + = 216.636 Qmax(2) _ 0.917 * 1.000 * 156.782) + 1.000 * 1.000 * 20.500) + 0.924 * 1.000 * 40.537) + = 201.640 Qmax(3) _ 0.987 * 1.000 * 156.782) + 1.083 * 0.889 * 20.500) + 1.000 * 1.000 * 40.537) + = 214.987 Total of 3 streams to confluence: Flow rates before confluence point: 156.782 20.500 40.537 Maximum flow rates at confluence using above data: 216.636 201.640 214.987 Area of streams before confluence: 67.523 10.000 20.000 Effective area values after confluence: 95.807 97.523 96.413 Results of confluence: Total flow rate = 216.636(CFS) Time of concentration = 20.664 min. Effective stream area after confluence = 95.807(Ac.) Stream Area average Pervious fraction(Ap) = 0.202 Stream Area average soil loss rate(Fm) = 0.159(In/Hr) Study area (this main stream) = 97.52(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1048.200(Ft.) Downstream point/station elevation = 1042.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 216.636(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 55.103(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 45.419(Ft.) Minor friction loss = 15.884(Ft.) K -factor = 1.50 Pipe flow velocity = 26.11(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 21.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ �,, Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 95.807(Ac.) Runoff from this stream = 216.636(CFS) Time of concentration = 21.08 min. Rainfall intensity = 2.528(In/Hr) Area averaged loss rate (Fm) = 0.1589(In/Hr) Area averaged Pervious ratio (Ap) = 0.2024 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 730.000 to Point/Station 731.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.154(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1063.700(Ft.) Bottom (of initial area) elevation = 1055.800(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.00790 s(%)= 0.79 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 •oft, Initial area time of concentration = 15.024 min. Rainfall intensity = 3.099(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.855 Subarea runoff = 13.251(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.154(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 731.000 to Point/Station 732.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1055.800(Ft.) End of street segment elevation = 1053.600(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 ` Estimated mean flow rate at midpoint of street = 19.876(CFS) $�,. Depth of flow = 0.477(Ft.), Average velocity = 2.672(Ft/s) 14 14 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.099(Ft.) Flow velocity = 2.67(Ft/s) Travel time = 2.06 min. TC = 17.08 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.154(In/Hr) Rainfall intensity = 2.869(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.852 Subarea runoff = 11.183(CFS) for 5.000(Ac.) Total runoff = 24.434(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 108.00(Ac.) Area averaged Fm value = 0.154(In/Hr) Street flow at end of street = 24.434(CFS) Half street flow at end of street = 12.217(CFS) Depth of flow = 0.506(Ft.), Average velocity = 2.849(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 732.000 to Point/Station 733.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1053.600(Ft.) End of street segment elevation = 1049.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.728(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 31.632(Ft.) Flow velocity = 3.60(Ft/s) Travel time = 3.05 min. TC = 20.13 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 36.650(CFS) 3.604(Ft/s) 3.05(Ft.) 1115 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 2.599(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.826 Subarea runoff = 18.495(CFS) for 10.000(Ac.) Total runoff = 42.929(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 118.00(Ac.) Area averaged Fm value = 0.214(In/Hr) Street flow at end of street = 42.929(CFS) Half street flow at end of street = 42.929(CFS) Depth of flow = 0.769CFt.), Average velocity = 3.673(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.11(Ft.) Flow width (from curb towards crown)= 33.697(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 733.000 to Point/Station 733.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 20.000(Ac.) Runoff from this stream = 42.929(CFS) Time of concentration = 20.13 min. Rainfall intensity = 2.599(In/Hr) Area averaged loss rate (Fm) = 0.2144(In/Hr) A000-1 Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 216.636 21.08 2.528 2 42.929 20.13 2.599 Qmax(1) = 1.000 * 1.000 * 216.636) + 0.970 * 1.000 * 42.929) + = 258.288 Qmax(2) = 1.030 * 0.955 * 216.636) + 1.000 * 1.000 * 42.929) + = 255.994 Total of 2 streams to confluence: Flow rates before confluence point: 216.636 42.929 Maximum flow rates at confluence using above data: 258.288 255.994 Area of streams before confluence: 95.807 20.000 Effective area values after confluence: 115.807 111.488 Results of confluence: Total flow rate = 258.288(CFS) Time of concentration = 21.085 min. Effective stream area after confluence = 115.807(Ac.) Stream Area average Pervious fraction(Ap) = 0.228 v, Stream Area average soil loss rate(Fm) = 0.168(In/Hr) Study area (this main stream) = 115.81(Ac.) End of computations, Total Study Area = 118.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.227 Area averaged SCS curve number = 34.0 M 0006, *herr' 1117 e LINE D.7f 1 M IN 12ai ke"*- San Bernardino County Rational Hydrology Program *Ord (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/07/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -7 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.000 to Point/Station 801.000 **** INITIAL AREA EVALUATION **** ,.. COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1098.000(Ft.) Bottom (of initial area) elevation = 1088.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.102 min. Rainfall intensity = 3.528(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 18.626(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 0006* Top of street segment elevation = 1088.000(Ft.) fir✓ End of street segment elevation = 1081.000(Ft.) (202 Length of street segment = 820.000(Ft.) Aopft- Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 34.148(CFS) Depth of flow = 0.535(Ft.), Average velocity = 3.506(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.51(Ft/s) Travel time = 3.90 min. TC = 16.00 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.984(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.876 Subarea runoff = 23.207(CFS) for 10.000(Ac.) Total runoff = 41.833(CFS) Effective area this stream = 16.00(Ac.) Total Study Area (Main Stream No. 1) = 16.00(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 41.833(CFS) Half street flow at end of street = 20.917(CFS) Depth of flow = 0.567(Ft.), Average velocity = 3.800(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 803.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1081.000(Ft.) End of street segment elevation = 1075.000(Ft.) Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) 1203 Gutter hike from flowline = 1.500(In.) ^ Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 67.979(CFS) Depth of flow = 0.846(Ft.), Average velocity = 4.535(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.98(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 37.567(Ft.) Flow velocity = 4.53(Ft/s) Travel time = 2.28 min. TC = 18.28 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.755(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.874 Subarea runoff = 44.869(CFS) for 20.000(Ac.) Total runoff = 86.703(CFS) Effective area this stream = 36.00(Ac.) Total Study Area (Main Stream No. 1) = 36.00(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 86.703(CFS) 4401- Half street flow at end of street = 86.703(CFS) *400,r Depth of flow = 0.912(Ft.), Average velocity = 4.743(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 12.28(Ft.) Flow width (from curb towards crown)= 40.864(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 803.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1069.000(Ft.) Downstream point/station elevation = 1054.000(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 86.703(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 86.703(CFS) Normal flow depth in pipe = 31.78(In.) Flow top width inside pipe = 23.16(In.) Critical Depth = 33.89(In.) Pipe flow velocity = 13.13(Ft/s) Travel time through pipe = 1.26 min. Time of concentration (TC) = 19.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 err+' Stream flow area = 36.000(Ac.) Runoff from this stream = 86.703(CFS) Time of concentration = 19.54 min. sem,. Rainfall intensity = 2.647(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 804.000 to Point/Station 805.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1081.500(Ft.) Bottom (of initial area) elevation = 1071.000(Ft.) Difference in elevation = 10.500(Ft.) Slope = 0.01050 s(%)= 1.05 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.985 min. Rainfall intensity = 3.548(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 15.615(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 805.000 to Point/Station 806.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1071.000(Ft.) End of street segment elevation = 1069.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 31.230(CFS) Depth of flow = 0.607(Ft.), Average velocity = 2.476(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) 4ww Flow velocity = 2.48(Ft/s) 1205 Travel time = 4.44 min. TC = 16.43 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.937(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.876 Subarea runoff = 22.972(CFS) for 10.000(Ac.) Total runoff = 38.587(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 51.00(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 38.587(CFS) Half street flow at end of street = 19.294(CFS) Depth of flow = 0.650(Ft.), Average velocity = 2.692(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 806.000 to Point/Station 807.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1069.000(Ft.) End of street segment elevation = 1065.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 45.018(CFS) Depth of flow = 0.550(Ft.), Average velocity = 4.349(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 4.35(Ft/s) Travel time = 1.26 min. TC = 17.69 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) 120 Rainfall intensity = 2.809(In/Hr) for a 100.0 year storm At"`' Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.850 Subarea runoff = 9.148(CFS) for 5.000(Ac.) Total runoff = 47.735(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 56.00(Ac.) Area averaged Fm value = 0.157(In/Hr) Street flow at end of street = 47.735(CFS) Half street flow at end of street = 23.868(CFS) Depth of flow = 0.560(Ft.), Average velocity = 4.451(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 807.000 to Point/Station 808.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1065.000(Ft.) End of street segment elevation =1060.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 ow- Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 59.669(CFS) Depth of flow = 0.754(Ft.), Average velocity = 5.374(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.35(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.929(Ft.) Flow velocity = 5.37(Ft/s) Travel time = 1.02 min. TC = 18.72 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.716(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.822 Subarea runoff = 19.231(CFS) for 10.000(Ac.) Total runoff = 66.967(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 66.00(Ac.) Area averaged Fm value = 0.236(In/Hr) ,. Street flow at end of street = 66.967(CFS) Half street flow at end of street = 66.967(CFS) 1000^ Depth of flow = 0.784(Ft.), Average velocity = 5.459(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.85(Ft.) Flow width (from curb towards crown)= 34.430(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 808.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 66.967(CFS) Time of concentration = 18.72 min. Rainfall intensity = 2.716(In/Hr) Area averaged loss rate (Fm) = 0.2355(In/Hr) Area averaged Pervious ratio (Ap) = 0.3000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 86.703 19.54 2.647 2 66.967 18.72 2.716 Qmax(l) = 1.000 * 1.000 * 86.703) + 0.972 * 1.000 * 66.967) + = 151.806 Qmax(2) = 1.027 * 0.958 * 86.703) + 1.000 * 1.000 * 66.967) + = 152.261 Total of 2 streams to confluence: Flow rates before confluence point: 86.703 66.967 Maximum flow rates at confluence using above data: 151.806 152.261 Area of streams before confluence: 36.000 30.000 Effective area values after confluence: 66.000 64.488 Results of confluence: Total flow rate = 152.261(CFS) Time of concentration = 18.716 min. Effective stream area after confluence = 64.488(Ac.) Stream Area average Pervious fraction(Ap) = 0.191 Stream Area average soil loss rate(Fm) = 0.150(In/Hr) Study area (this main stream) = 66.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1054.000(Ft.) Downstream point/station elevation = 1043.500(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 152.261(CFS) i 100"k Given pipe size = 42.00(In.) skoke NOTE: Normal flow is pressure flow in user selected pipe size. 1208 The approximate hydraulic grade line above the pipe invert is 18.000(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 22.667(Ft.) Minor friction loss = 5.834(Ft.) K -factor = 1.50 Pipe flow velocity = 15.83(Ft/s) Travel time through pipe = 1.04 min. Time of concentration (TC) = 19.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 64.488(Ac.) Runoff from this stream = 152.261(CFS) Time of concentration = 19.76 min. Rainfall intensity = 2.629(In/Hr) Area averaged loss rate (Fm) = 0.1499(In/Hr) Area averaged Pervious ratio (Ap) = 0.1909 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 809.000 to Point/Station 810.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1068.000(Ft.) Bottom (of initial area) elevation = 1061.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s(%)= 0.70 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.631 min. Rainfall intensity = 2.915(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.779 Subarea runoff = 11.352(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 811.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1061.000(Ft.) End of street segment elevation = 1057.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) 0001.1 Distance from crown to crossfall grade break = 18.500(Ft.) fir+ Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 17.028(CFS) Depth of flow = 0.462(Ft.), Average velocity = 2.481(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.330(Ft.) Flow velocity = 2.48(Ft/s) Travel time = 4.43 min. TC = 21.06 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.530(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.760 Subarea runoff = 7.884(CFS) for 5.000(Ac.) Total runoff = 19.236(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 76.00(Ac.) Area averaged Fm value = 0.393(In/Hr) Street flow at end of street = 19.236(CFS) Half street flow at end of street = 9.618(CFS) Depth of flow = 0.479(Ft.), Average velocity = 2.557(Ft/s) Flow width (from curb towards crown)= 19.208(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 811.000 to Point/Station 812.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1057.000(Ft.) End of street segment elevation = 1051.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 38.471(CFS) Depth of flow = 0.705(Ft.), Average velocity = 4.085(Ft/s) Warning: depth of flow exceeds top of curb IVO Distance that curb overflow reaches into property = 1.93(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 30.512(Ft.) Flow velocity = 4.08(Ft/s) Travel time = 2.69 min. TC = 23.76 min. Adding area flow to street SCHOOL subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.471(In/Hr) Rainfall intensity = 2.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.730 Subarea runoff = 32.301(CFS) for 20.000(Ac.) Total runoff = 51.536(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 96.00(Ac.) Area averaged Fm value = 0.445(In/Hr) Street flow at end of street = 51.536(CFS) Half street flow at end of street = 51.536(CFS) Depth of flow = 0.782(Ft.), Average velocity = 4.224(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.76(Ft.) Flow width (from curb towards crown)= 34.346(Ft.) '++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 812.000 to Point/Station 812.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 51.536(CFS) Time of concentration = 23.76 min. Rainfall intensity = 2.354(In/Hr) Area averaged loss rate (Fm) = 0.4449(In/Hr) Area averaged Pervious ratio (Ap) = 0.5667 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 152.261 19.76 2.629 2 51.536 23.76 2.354 Qmax(1) _ 1.000 * 1.000 * 152.261) + 1.144 * 0.832 * 51.536) + = 201.303 Qmax(2) _ 0.889 * 1.000 * 152.261) + 1.000 * 1.000 * 51.536) + = 186.893 Total of 2 streams to confluence: Flow rates before confluence point: 152.261 51.536 Maximum flow rates at confluence using above data: 201.303 186.893 Area of streams before confluence: 140PWK 64.488 30.000 4%toe Effective area values after confluence: 89.439 94.488 Results of confluence: Total flow rate = 201.303(CFS) Time of concentration = 19.759 min. Effective stream area after confluence = 89.439(Ac.) Stream Area average Pervious fraction(Ap) = 0.310 Stream Area average soil loss rate(Fm) = 0.244(In/Hr) Study area (this main stream) = 94.49(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1043.500(Ft.) Downstream point/station elevation = 1038.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 201.303(CFS) Given pipe size = 42.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 31.110(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 26.413(Ft.) Minor friction loss = 10.197(Ft.) K -factor = 1.50 Pipe flow velocity = 20.92(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 20.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 89.439(Ac.) Runoff from this stream = 201.303(CFS) Time of concentration = 20.28 min. Rainfall intensity = 2.588(In/Hr) Area averaged loss rate (Fm) = 0.2436(In/Hr) Area averaged Pervious ratio (Ap) = 0.3102 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 814.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1056.600(Ft.) ` Bottom (of initial area) elevation = 1048.500(Ft.) Difference in elevation = 8.100(Ft.) Slope = 0.00810 s(%)= 0.81 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.949 min. Rainfall intensity = 3.108(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 12.749(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.275(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 814.000 to Point/Station 815.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.500(Ft.) End of street segment elevation = 1047.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Am*, Manning's N from gutter to grade break = 0.0150 F�ftw Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.123(CFS) Depth of flow = 0.513(Ft.), Average velocity = 2.153(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.15(Ft/s) Travel time = 2.55 min. TC = 17.50 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 2.827(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.813 Subarea runoff = 10.223(CFS) for 5.000(Ac.) Total runoff = 22.971(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 106.00(Ac.) Area averaged Fm value = 0.275(In/Hr) Street flow at end of street = 22.971(CFS) Half street flow at end of street = 11.486(CFS) Depth of flow = 0.539(Ft.), Average velocity = 2.316(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 816.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1047.300(Ft.) End of street segment elevation = 1045.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 34.457(CFS) Depth of flow = 0.612(Ft.), Average velocity = 2.685(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.69(Ft/s) Travel time = 4.10 min. TC = 21.60 min. Adding area flow to street s CONDOMINIUM subarea type NOW Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 2.492(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.801 Subarea runoff = 16.939(CFS) for 10.000(Ac.) Total runoff = 39.910(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 116.00(Ac.) Area averaged Fm value = 0.275(In/Hr) Street flow at end of street = 39.910(CFS) Half street flow at end of street = 19.955(CFS) Depth of flow = 0.642(Ft.), Average velocity = 2.846(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 816.000 to Point/Station 816.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) *001` Runoff from this stream = 39.910(CFS) Time of concentration = 21.60 min. IT(A Rainfall intensity = 2.492(In/Hr) Area averaged loss rate (Fm) = 0.2748(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 201.303 20.28 2.588 2 39.910 21.60 2.492 Qmax(1) = 1.000 * 1.000 * 201.303) + 1.043 * 0.939 * 39.910) + = 240.401 Qmax(2) = 0.959 * 1.000 * 201.303) + 1.000 * 1.000 * 39.910) + = 232.992 Total of 2 streams to confluence: Flow rates before confluence point: 201.303 39.910 Maximum flow rates at confluence using above data: 240.401 232.992 Area of streams before confluence: 89.439 20.000 Effective area values after confluence: 108.221 109.439 Results of confluence: Total flow rate = 240.401(CFS) Time of concentration = 20.284 min. Effective stream area after confluence = 108.221(Ac.) Stream Area average Pervious fraction(Ap) = 0.317 Stream Area average soil loss rate(Fm) = 0.249(In/Hr) Study area (this main stream) = 109.44(Ac.) End of computations, Total Study Area = 116.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.316 Area averaged SCS curve number = 32.0 @4 .INE "DZ -5 ig 13o 1301 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/07/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -5 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 700.000 to Point/Station 701.000 **** INITIAL AREA EVALUATION **** nom"* CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1104.000(Ft.) Bottom (of initial area) elevation = 1096.700(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00730 s(%)= 0.73 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.263 min. Rainfall intensity = 3.069(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.819 Subarea runoff = 12.575(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.275(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 702.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 'opw- Top of street segment elevation = 1096.700(Ft.) `*4W End of street segment elevation = 1095.000(Ft.) 1302 Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.863(CFS) Depth of flow = 0.488(Ft.), Average velocity = 2.394(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.668(Ft.) Flow velocity = 2.39(Ft/s) Travel time = 2.30 min. TC = 17.56 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 2.822(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.812 Subarea runoff = 10.346(CFS) for 5.000(Ac.) Total runoff = 22.922(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.275(In/Hr) Street flow at end of street = 22.922(CFS) Half street flow at end of street = 11.461(CFS) Depth of flow = 0.514(Ft.), Average velocity = 2.570(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 703.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1095.000(Ft.) End of street segment elevation = 1092.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] .side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 .400*1 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) 1303 Manning's N in gutter = 0.0150 400%, Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 34.383(CFS) Depth of flow = 0.587(Ft.), Average velocity = 2.907(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.91(Ft/s) Travel time = 3.78 min. TC = 21.34 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 2.510(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.801 Subarea runoff = 17.310(CFS) for 10.000(Ac.) Total runoff = 40.232(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 20.00(Ac.) Area averaged Fm value = 0.275(In/Hr) Street flow at end of street = 40.232(CFS) Half street flow at end of street = 20.116(CFS) Depth of flow = 0.617(Ft.), Average velocity = 3.094(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 703.000 to Point/Station 704.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1092.000(Ft.) End of street segment elevation = 1082.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 60.347(CFS) Depth of flow = 0.757(Ft.), Average velocity = 5.382(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.49(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 33.076(Ft.) Flow velocity = 5.38(Ft/s) 1364 Travel time = 2.04 min. TC = 23.39 min. !00ft' Adding area flow to street %Ww CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 2.376(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.796 Subarea runoff = 35.407(CFS) for 20.000(Ac.) Total runoff = 75.639(CFS) Effective area this stream = 40.00(Ac.) Total Study Area (Main Stream No. 1) = 40.00(Ac.) Area averaged Fm value = 0.275(In/Hr) Street flow at end of street = 75.639(CFS) Half street flow at end of street = 75.639(CFS) Depth of flow = 0.815(Ft.), Average velocity = 5.563(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.44(Ft.) Flow width (from curb towards crown)= 36.019(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1076.000(Ft.) Downstream point/station elevation = 1066.000(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 75.639(CFS) Given pipe size = 36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 5.523(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 12.856(Ft.) Minor friction loss = 2.667(Ft.) K -factor = 1.50 Pipe flow velocity = 10.70(Ft/s) Travel time through pipe = 1.56 min. Time of concentration (TC) = 24.95 min. +++++++++++++++++++++++++++++++++++t++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 40.000(Ac.) Runoff from this stream = 75.639(CFS) Time of concentration = 24.95 min. Rainfall intensity = 2.286(In/Hr) Area averaged loss rate (Fm) = 0.2748(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 706.000 INITIAL AREA EVALUATION **** 13050 CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1085.700(Ft.) Bottom (of initial area) elevation = 1075.300(Ft.) Difference in elevation = 10.400(Ft.) Slope = 0.01040 s(%)= 1.04 TC = k(0.360)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 14.220 min. Rainfall intensity = 3.202(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.823 Subarea runoff = 26.349(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.275(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 707.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1075.300(Ft.) p0m, End of street segment elevation = 1072.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 36.230(CFS) Depth of flow = 0.532(Ft.), Average velocity = 3.765(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.76(Ft/s) Travel time = 1.46 min. TC = 15.68 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 0.220(In/Hr) ,. Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 1304 Rainfall intensity = 3.020(In/Hr) for a 100.0 year storm J^*W- Effective runoff coefficient used for area,(total area with modified , rational method)(Q=KCIA) is C = 0.825 Subarea runoff = 17.257(CFS) for 7.500(Ac.) Total runoff = 43.607(CFS) Effective area this stream = 17.50(Ac.) Total Study Area (Main Stream No. 1) = 57.50(Ac.) Area averaged Fm value = 0.251(In/Hr) Street flow at end of street = 43.607(CFS) Half street flow at end of street = 21.803(CFS) Depth of flow = 0.560(Ft.), Average velocity = 4.052(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 707.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.500(Ac.) Runoff from this stream = 43.607(CFS) Time of concentration = 15.68 min. Rainfall intensity = 3.020(In/Hr) Area averaged loss rate (Fm) = 0.2513(In/Hr) Area averaged Pervious ratio (Ap) = 0.4143 Summary of stream data: Stream Flow rate TC data: Rainfall Intensity No. (CFS) (min) 40.000 17.500 (In/Hr) Aoft- 57.500 42.644 Results of confluence: 1 75.639 24.95 Time of concentration = 15.681 min. 2.286 2 43.607 15.68 0.370 3.020 Qmax(1) _ 1.000 * 1.000 * 75.639) + 0.735 * 1.000 * 43.607) + = 107.681 Qmax(2) _ 1.365 * 0.629 * 75.639) + 1.000 * 1.000 * 43.607) + = 108.513 Total of 2 streams to confluence: Flow rates before confluence point: 75.639 43.607 Maximum flow rates at confluence using above data: 107.681 108.513 Area of streams before confluence: 40.000 17.500 Effective area values after confluence: 57.500 42.644 Results of confluence: Total flow rate = 108.513(CFS) Time of concentration = 15.681 min. Effective stream area after confluence = 42.644(Ac.) Stream Area average Pervious fraction(Ap) = 0.370 Stream Area average soil loss rate(Fm) = 0.268(In/Hr) Study area (this main stream) = 57.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 (30; **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1066.000(Ft.) Downstream point/station elevation = 1062.200(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 108.513(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 17.279(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 17.093(Ft.) Minor friction loss = 3.985(Ft.) K -factor = 1.50 Pipe flow velocity = 13.08(Ft/s) Travel time through pipe = 1.26 min. Time of concentration (TC) = 16.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 31.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 42.644(Ac.) Runoff from this stream = 108.513(CFS) Time of concentration = 16.94 min. Rainfall intensity = 2.883(In/Hr) Area averaged loss rate (Fm) = 0.2676(In/Hr) Area averaged Pervious ratio (Ap) = 0.3696 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 709.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1072.000(Ft.) Bottom (of initial area) elevation = 1069.200(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00280 s(%)= 0.28 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.976 min. Rainfall intensity = 2.612(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.824 Subarea runoff = 16.144(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 710.000 ,r **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 13as ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 27.500(Ac.) Runoff from this stream = 54.653(CFS) Time of concentration = 22.56 min. Rainfall intensity = 2.428(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) :rrw• Area averaged Pervious ratio (Ap) = 0.5000 Top of street segment elevation = 1069.200(Ft.) End of street segment elevation = 1062.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 37.669(CFS) Depth of flow = 0.687(Ft.), Average velocity = 4.266(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.00(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 29.579(Ft.) Flow velocity = 4.27(Ft/s) Travel time = 2.58 min. TC = 22.56 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 PrP SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.428(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.818 Subarea runoff = 38.509(CFS) for 20.000(Ac.) Total runoff = 54.653�CFS) Effective area this stream = 27.50(Ac.) Total Study Area (Main Stream No. 1) = 85.00(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 54.653(CFS) Half street flow at end of street = 54.653(CFS) Depth of flow = 0.785(Ft.), Average velocity = 4.438(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.91(Ft.) Flow width (from curb towards crown)= 34.489(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 27.500(Ac.) Runoff from this stream = 54.653(CFS) Time of concentration = 22.56 min. Rainfall intensity = 2.428(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) :rrw• Area averaged Pervious ratio (Ap) = 0.5000 1307 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 108.513 16.94 2.883 2 54.653 22.56 2.428 Qmax(1) _ 1.000 * 1.000 * 108.513) + 1.206 * 0.751 * 54.653) + = 158.021 Qmax(2) _ 0.826 * 1.000 * 108.513) + 1.000 * 1.000 * 54.653) + = 144.295 Total of 2 streams to confluence: Flow rates before confluence point: 108.513 54.653 Maximum flow rates at confluence using above data: 158.021 144.295 Area of streams before confluence: 42.644 27.500 Effective area values after confluence: 63.300 70.144 Results of confluence: Total flow rate = 158.021(CFS) Time of concentration = 16.942 min. Effective stream area after confluence = 63.300(Ac.) Stream Area average Pervious fraction(Ap) = 0.421 Stream Area average soil loss rate(Fm) = 0.249(In/Hr) Study area (this main stream) = 70.14(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1056.600(Ft.) Downstream point/station elevation = 1052.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 158.021(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 28.017(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 24.166(Ft.) Minor friction loss = 8.451(Ft.) K -factor = 1.50 Pipe flow velocity = 19.05(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 17.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 63.300(Ac.) Runoff from this stream = 158.021(CFS) Time of concentration = 17.52 min. r Rainfall intensity = 2.826(In/Hr) 1310 Area averaged loss rate (Fm) = 0.2490(In/Hr) Area averaged Pervious ratio (Ap) = 0.4207 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 to Point/Station 712.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1069.600(Ft.) Bottom (of initial area) elevation = 1062.100(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.00750 s(%)= 0.75 TC = k(0.389)*[(length^3)/(elevation change) )^0.2 Initial area time of concentration = 16.404 min. Rainfall intensity = 2.939(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.833 Subarea runoff = 12.238(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.220(In/Hr) Process from Point/Station 712.000 to Point/Station 713.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1062.100(Ft.) End of street segment elevation = 1058.000(Ft.) Length of street segment = 990.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 30.594(CFS) Depth of flow = 0.749(Ft.), Average velocity = 2.803(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.09(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.675(Ft.) Flow velocity = 2.80(Ft/s) Travel time = 5.89 min. TC = 22.29 min. i>piy Adding area flow to street N a RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Adjusted SCS curve number for AMC 3 = 75.80 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.220(In/Hr) Rainfall intensity = 2.445(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.819 Subarea runoff = 27.821(CFS) for 15.000(Ac.) Total runoff = 40.058(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 105.00(Ac.) Area averaged Fm value = 0.220(In/Hr) Street flow at end of street = 40.058(CFS) Half street flow at end of street = 40.058(CFS) Depth of flow = 0.819(Ft.), Average velocity = 2.914(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.60(Ft.) Flow width (from curb towards crown)= 36.188(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 713.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 40.058(CFS) Time of concentration = 22.29 min. Rainfall intensity = 2.445(In/Hr) Area averaged loss rate (Fm) = 0.2200(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream No. 1 2 Qmax(1) Qmax(2) Flow rate TC (CFS) (min) 158.021 40.058 1.000 1.171 0.852 1.000 17.52 22.29 Rainfall Intensity (In/Hr) 2.826 2.445 * 1.000 * 158.021) + * 0.786 * 40.058) + _ * 1.000 * 158.021) + * 1.000 * 40.058) + _ 194.884 174.764 Total of 2 streams to confluence: Flow rates before confluence point: 158.021 40.058 Maximum flow rates at confluence using above data: 194.884 174.764 Area of streams before confluence: 63.300 20.000 Effective area values after confluence: 79.020 83.300 Results of confluence: Total flow rate = 194.884(CFS) 1311 1312 Time of concentration = 17.520 min. Effective stream area after confluence = 79.020(Ac.) Stream Area average Pervious fraction(Ap) = 0.440 Stream Area average soil loss rate(Fm) = 0.242(In/Hr) Study area (this main stream) = 83.30(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1052.000(Ft.) Downstream point/station elevation = 1041.000(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 194.884(CFS) Given pipe size = 51.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 10.975(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 17.579(Ft.) Minor friction loss = 4.396(Ft.) K -factor = 1.50 Pipe flow velocity = 13.74(Ft/s) Travel time through pipe = 1.60 min. Time of concentration (TC) = 19.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 79.020(Ac.) Runoff from this stream = 194.884(CFS) Time of concentration = 19.12 min. Rainfall intensity = 2.681(In/Hr) Area averaged loss rate (Fm) = 0.2420(In/Hr) Area averaged Pervious ratio (Ap) = 0.4397 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 75.62 Adjusted SCS curve number for AMC 3 = 91.37 Pervious ratio(Ap) = 0.2280 Max loss rate(Fm)= 0.038(In/Hr) Rainfall intensity = 2.528(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 21.09 min. Rain intensity = 2.53(In/Hr) Total area this stream = 115.81(Ac.) Total Study Area (Main Stream No. 1) = 220.81(Ac.) Total runoff = 258.29(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 139 Stream flow area = 115.810(Ac.) Runoff from this stream = 258.290(CFS) Time of concentration = 21.09 min. Rainfall intensity = 2.528(In/Hr) Area averaged loss rate (Fm) = 0.0380(In/Hr) Area averaged Pervious ratio (Ap) = 0.2280 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 194.884 19.12 2.681 2 258.290 21.09 2.528 Qmax(1) _ 1.000 * 1.000 * 194.884) + 1.061 * 0.907 * 258.290) + = 443.461 Qmax(2) _ 0.937 * 1.000 * 194.884) + 1.000 * 1.000 * 258.290) + = 440.941 Total of 2 streams to confluence: Flow rates before confluence point: 194.884 258.290 Maximum flow rates at confluence using above data: 443.461 440.941 Area of streams before confluence: 79.020 115.810 Effective area values after confluence: 184.019 194.830 Results of confluence: Total flow rate = 443.461(CFS) Time of concentration = 19.121 min. Effective stream area after confluence = 184.019(Ac.) Stream Area average Pervious fraction(Ap) = 0.314 Stream Area average soil loss rate(Fm) = 0.121(In/Hr) Study area (this main stream) = 194.83(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1041.000(Ft.) Downstream point/station elevation = 1035.000(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 443.461(CFS) Given pipe size = 84.00(In.) Calculated individual pipe flow = 443.461(CFS) Normal flow depth in pipe = 71.25(In.) Flow top width inside pipe = 60.28(In.) Critical Depth = 66.41(In.) Pipe flow velocity = 12.73(Ft/s) Travel time through pipe = 1.73 min. Time of concentration (TC) = 20.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** 1.314 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 184.019 (Ac. ) Runoff from this stream = 443.461(CFS) Time of concentration = 20.85 min. Rainfall intensity = 2.545(In/Hr) Area averaged loss rate (Fm) = 0.1208(In/Hr) Area averaged Pervious ratio (Ap) = 0.3139 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 71.97 Adjusted SCS curve number for AMC 3 = 88.58 Pervious ratio(Ap) = 0.3170 Max loss rate(Fm)= 0.069(In/Hr) Rainfall intensity = 2.588(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 20.28 min. Rain intensity = 2.59(In/Hr) Total area this stream = 108.22(Ac.) Total Study Area (Main Stream No. 1) = 329.03(Ac.) Total runoff = 240.40(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 1 in normal stream number 2 ,. Stream flow area = 108.220(Ac.) Runoff from this stream = 240.400(CFS) Time of concentration = 20.28 min. Rainfall intensity = 2.588(In/Hr) Area averaged loss rate (Fm) = 0.0693(In/Hr) Area averaged Pervious ratio (Ap) = 0.3170 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 443.461 20.85 2.545 2 240.400 20.28 2.588 Qmax(1) _ 1.000 * 1.000 * 443.461) + 0.983 * 1.000 * 240.400) + = 679.794 Qmax(2) _ 1.018 * 0.973 * 443.461) + 1.000 * 1.000 * 240.400) + = 679.339 Total of 2 streams to confluence: Flow rates before confluence point: 443.461 240.400 Maximum flow rates at confluence using above data: 679.794 679.339 Area of streams before confluence: 184.019 108.220 Effective area values after confluence: 292.239 287.216 13t5 Results of confluence: Total flow rate = 679.794(CFS) +%ko, Time of concentration = 20.849 min. Effective stream area after confluence = 292.239(Ac.) Stream Area average Pervious fraction(Ap) = 0.315 Stream Area average soil loss rate(Fm) = 0.102(In/Hr) Study area (this main stream) = 292.24(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1035.000(Ft.) Downstream point/station elevation = 1026.600(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 679.794(CFS) Given pipe size = 84.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 10.074(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 11.207(Ft.) Minor friction loss = 7.268(Ft.) K -factor = 1.50 Pipe flow velocity = 17.66(Ft/s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 21.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 39.000 Av".1 **** CONFLUENCE OF MINOR STREAMS **** Vrr,r- Along Main Stream number: 1 in normal stream number 1 Stream flow area = 292.239(Ac.) Runoff from this stream = 679.794(CFS) Time of concentration = 21.78 min. Rainfall intensity = 2.479(In/Hr) Area averaged loss rate (Fm) = 0.1017(In/Hr) Area averaged Pervious ratio (Ap) = 0.3150 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 817.000 to Point/Station 818.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1049.000(Ft.) Bottom (of initial area) elevation = 1044.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 AON&I TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. 13th Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.774 Subarea runoff = 10.833(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 818.000 to Point/Station 819.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.000(Ft.) End of street segment elevation = 1042.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.249(CFS) Depth of flow = 0.466(Ft.), Average velocity = 2.307(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.574(Ft.) Flow velocity = 2.31(Ft/s) Travel time = 2.38 min. TC = 20.17 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.596(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.764 Subarea runoff = 9.001(CFS) for 5.000(Ac.) Total runoff = 19.834(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 339.03(Ac.) Area averaged Fm value = 0.393(In/Hr) Street flow at end of street = 19.834(CFS) Half street flow at end of street = 9.917(CFS) Depth of flow = 0.496(Ft.), Average velocity = 2.426(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 'onft' Process from Point/Station 819.000 to Point/Station 820.000 ,,, **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 131, - Top of street segment elevation = 1042.300(Ft.) ,, End of street segment elevation = 1039.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 29.751(CFS) Depth of flow = 0.555(Ft.), Average velocity = 2.825(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.82(Ft/s) Travel time = 3.89 min. TC = 24.07 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil (AMC 2 ) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.335(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.749 Subarea runoff = 15.138(CFS) for 10.000(Ac.) Total runoff = 34.972(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 349.03(Ac.) Area averaged Fm value = 0.393(In/Hr) Street flow at end of street = 34.972(CFS) Half street flow at end of street = 17.486(CFS) Depth of flow = 0.582(Ft.), Average velocity = 3.012(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 820.000 to Point/Station 821.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1039.000(Ft.) End of street segment elevation = 1037.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 ,. Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 ' Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 43.715(CFS) Depth of flow = 0.792(Ft.), Average velocity = 3.469(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 6.26(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 34.842(Ft.) Flow velocity = 3.47(Ft/s) Travel time = 1.59 min. TC = 25.65 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.248(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.743 Subarea runoff = 15.118(CFS) for 10.000(Ac.) Total runoff = 50.090(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 359.03(Ac.) Area averaged Fm value = 0.393(In/Hr) Street flow at end of street = 50.090(CFS) Half street flow at end of street = 50.090(CFS) Depth of flow = 0.827(Ft.), Average velocity = 3.545(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.04(Ft.) Flow width (from curb towards crown)= 36.623(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 821.000 to Point/Station 821.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 50.090(CFS) Time of concentration = 25.65 min. Rainfall intensity = 2.248(In/Hr) Area averaged loss rate (Fm) = 0.3926(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 679.794 21.78 2 50.090 25.65 Qmax(1) _ r 1.000 * 1.000 Rainfall Intensity (In/Hr) 2.479 2.248 679.794) + 1318 1. 125 * 0.849 * 50.090) + = 727.640 0.903 * 1.000 * 679.794) + 1.000 * 1.000 * 50.090) + = 663.645 Total of 2 streams to confluence: Flow rates before confluence point: 679.794 50.090 Maximum flow rates at confluence using above data: 727.640 663.645 Area of streams before confluence: 292.239 30.000 Effective area values after confluence: 317.714 322.239 Results of confluence: Total flow rate = 727.640(CFS) Time of concentration = 21.783 min. Effective stream area after confluence = 317.714(Ac.) Stream Area average Pervious fraction(Ap) = 0.332 Stream Area average soil loss rate(Fm) = 0.129(In/Hr) Study area (this main stream) = 322.24(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 40.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1026.600(Ft.) Downstream point/station elevation = 1012.800(Ft.) 100014 Pipe length = 1720.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 727.640(CFS) Given pipe size = 84.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 16.834(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 22.307(Ft.) Minor friction loss = 8.327(Ft.) K -factor = 1.50 Pipe flow velocity = 18.91(Ft/s) Travel time through pipe = 1.52 min. Time of concentration (TC) = 23.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 317.714(Ac.) Runoff from this stream = 727.640(CFS) Time of concentration = 23.30 min. Rainfall intensity = 2.381(In/Hr) Area averaged loss rate (Fm) = 0.1288(In/Hr) Area averaged Pervious ratio (Ap) = 0.3323 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 822.000 to Point/Station 823.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) rw Decimal fraction soil group A = 1.000 132< Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1037.700(Ft.) Bottom (of initial area) elevation = 1034.300(Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.00340 s(%)= 0.34 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.216 min. Rainfall intensity = 2.673(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.768 Subarea runoff = 10.263(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In/Hr) ++++++++++++++++++++++++++++_++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 823.000 to Point/Station 824.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1034.300(Ft.) End of street segment elevation = 1032.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) �'wow Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.394(CFS) Depth of flow = 0.487(Ft.), Average velocity = 1.965(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.610(Ft.) Flow velocity = 1.97(Ft/s) Travel time = 5.60 min. TC = 24.81 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 2.293(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.746 r Subarea runoff = 6.842(CFS) for 5.000(Ac.) 1321 Total runoff = 17.105(CFS) Ate. Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 369.03(Ac.) Nolve Area averaged Fm value = 0.393(In/Hr) Street flow at end of street = 17.105(CFS) Half street flow at end of street = 8.552(CFS) Depth of flow = 0.502(Ft.), Average velocity = 2.034(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 824.000 to Point/Station 825.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1032.000(Ft.) End of street segment elevation = 1027.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 25.657(CFS) Depth of flow = 0.630(Ft.), Average velocity = 3.548(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 26.759(Ft.) Flow velocity = 3.55(Ft/s) Travel time = 3.10 min. TC = 27.91 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 2.137(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.759 Subarea runoff = 15.349(CFS) for 10.000(Ac.) Total runoff = 32.454(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 379.03(Ac.) Area averaged Fm value = 0.334(In/Hr) Street flow at end of street = 32.454(CFS) Half street flow at end of street = 32.454(CFS) Depth of flow = 0.684(Ft.), Average velocity = 3.711(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.86(Ft.) Flow width (from curb towards crown)= 29.439(Ft.) 1311 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 825.000 to Point/Station 826.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1027.000(Ft.) End of street segment elevation = 1023.000(Ft.) Length of street segment = 750.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0:0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 37.322(CFS) Depth of flow = 0.767(Ft.), Average velocity = 3.210(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.03(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 33.617(Ft.) Flow velocity = 3.21(Ft/s) Travel time = 3.89 min. TC = 31.81 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.275(In/Hr) Rainfall intensity = 1.976(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.754 Subarea runoff = 6.286(CFS) for 6.000(Ac.) Total runoff = 38.740(CFS) Effective area this stream = 26.00(Ac.) Total Study Area (Main Stream No. 1) = 385.03(Ac.) Area averaged Fm value = 0.320(In/Hr) Street flow at end of street = 38.740(CFS) Half street flow at end of street = 38.740(CFS) Depth of flow = 0.777(Ft.), Average velocity = 3.227(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.52(Ft.) Flow width (from curb towards crown)= 34.101(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 826.000 to Point/Station 826.000 **** CONFLUENCE OF MINOR STREAMS **** .Oak.. Along Main Stream number: 1 in normal stream number 2 Stream flow area = 26.000(Ac.) Runoff from this stream = 38.740(CFS) 132 Time of concentration = 31.81 min. Rainfall intensity = 1.976 (In/Hr) Area averaged loss rate (Fm) = 0.3201(In/Hr) Area averaged Pervious ratio (Ap) = 0.4077 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 727.640 23.30 2.381 2 38.740 31.81 1.976 Qmax(1) _ 1.000 * 1.000 * 727.640) + 1.245 * 0.733 * 38.740) + = 762.972 Qmax(2) _ 0.820 * 1.000 * 727.640) + 1.000 * 1.000 * 38.740) + = 635.338 Total of 2 streams to confluence: Flow rates before confluence point: 727.640 38.740 Maximum flow rates at confluence using above data: 762.972 635.338 Area of streams before confluence: 317.714 26.000 Effective area values after confluence: 336.759 343.714 Results of confluence: Total flow rate = 762.972(CFS) Time of concentration = 23.299 min. Effective stream area after confluence = 336.759(Ac.) Stream Area average Pervious fraction(Ap) = 0.338 Stream Area average soil loss rate(Fm) = 0.143(In/Hr) Study area (this main stream) = 343.71(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 94.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1011.300(Ft.) Downstream point/station elevation = 1004.000(Ft.) Pipe length = 900.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 762.972(CFS) Given pipe size = 102.00(In.) Calculated individual pipe flow = 762.972(CFS) Normal flow depth in pipe = 68.44(In.) Flow top width inside pipe = 95.85(In.) Critical Depth = 82.80(In.) Pipe flow velocity = 18.87(Ft/s) Travel time through pipe = 0.80 min. Time of concentration (TC) = 24.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** A006' Along Main Stream number: 1 in normal stream number 1 Stream flow area = 336.759(Ac.) 324 Runoff from this stream = 762.972(CFS) low*. Time of concentration = 24.09 min. Rainfall intensity = 2.334(In/Hr) Area averaged loss rate (Fm) = 0.1432(In/Hr) Area averaged Pervious ratio (Ap) = 0.3380 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 827.000 to Point/Station 828.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.393(In/Hr) Initial subarea data: Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 1023.000(Ft.) Bottom (of initial area) elevation = 1014.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.847 min. Rainfall intensity = 3.121(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.787 Subarea runoff = 14.731(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.393(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 828.000 to Point/Station 828.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.000(Ac.) Runoff from this stream = 14.731(CFS) Time of concentration = 14.85 min. Rainfall intensity = 3.121(In/Hr) Area averaged loss rate (Fm) = 0.3926(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 762.972 24.09 2.334 2 14.731 14.85 3.121 Qmax(1) _ 1.000 * 1.000 * 762.972) + 0.712 * 1.000 * 14.731) + = 773.454 Qmax(2) _ 1.359 * 0.616 * 762.972) + 1.000 * 1.000 * 14.731) + = 653.732 ''rrrM' t3z� Total of 2 streams to confluence: Flow rates before confluence point: 762.972 14.731 Maximum flow rates at confluence using above data: 773.454 653.732 Area of streams before confluence: 336.759 6.000 Effective area values after confluence: 342.759 213.515 Results of confluence: Total flow rate = 773.454(CFS) Time of concentration = 24.094 min. Effective stream area after confluence = 342.759(Ac.) Stream Area average Pervious fraction(Ap) = 0.341 Stream Area average soil loss rate(Fm) = 0.148(In/Hr) Study area (this main stream) = 342.76(Ac.) End of computations, Total Study Area = 391.03 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.343 Area averaged SCS curve number = 59.4 r4.a< 14o( San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/12/05 ------------------------------------------------------------------------ FONTANA / DECLEZ CHANNEL HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 93.000 *►- **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 99.00 Adjusted SCS curve number for AMC 3 = 99.80 Pervious ratio(Ap) = 0.5090 Max loss rate(Fm)= 0.002(In/Hr) Rainfall intensity = 2.989(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.95 min. Rain intensity = 2.99(In/Hr) Total area this stream = 784.34(Ac.) Total Study Area (Main Stream No. 1) = 784.34(Ac.) Total runoff = 2625.02(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 94.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1005.500(Ft.) Downstream point elevation = 1004.000(Ft.) Channel length thru subarea = 500.000(Ft.) Channel base width = 24.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 2625.020(CFS) Depth of flow = 7.337(Ft.), Average velocity = 14.906(Ft/s) Channel flow top width = 24.000(Ft.) r Flow Velocity = 14.91(Ft/s) Travel time = 0.56 min. l4© f Time of concentration = 16.51 min. Critical depth = 7.188(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94*000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream nun ber: 1 in normal stream number 1 Stream flow area = 784.340(Ac.) Runoff from this stream = 2625.020(CFS) Time of concentration = 16.51 min. Rainfall intensity = 2.928(In/Or0020(In/Hr) Area averaged loss rate (Fm) _ = 0.5090 Area averaged Pervious ratio (Ap) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** USER DEFINED FLOW INFORMATION AT A POINT Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 91.70 Adjusted SCS curve number for AMC 3 = 98.34 0.011(In/Hr) Pervious ratio(Ap) = 0.3410 Max loss rate(Fm)= Rainfall intensity = 2.334(In/Hr) for a 100.0 year storm User specified values are as follows: 2.33(In/Hr) TC = 24.09 min. Rain intensity = Total area this stream = 342.76(Ac.) 1127.10(Ac.) Total Study Area (Main Stream No. 1) _ Total runoff = 773.45(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94*000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 342.760(Ac.) Runoff from this stream = 773.450(CFS) Time of concentration = 24.09 min. Rainfall intensity = 2.334(In/Or0113(In/Hr) Area averaged loss rate (Fm) _ = 0.3410 Area averaged Pervious ratio (Ap) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2625.020 16.51 2.928 2 773.450 24.09 2.334 Qmax(1) _ 1.000 * 1.000 * 2625.020) + _ 3290.619 1.256 * 0.685 773.450) Qmax(2) _ 0.797 * 1.000 * 2625.020) + �'"_ 2865.570 % 1.000 * 1.000 773.450) Total of 2 streams to confluence: Flow rates before confluence point: 2625.020 773.450 Maximum flow rates at confluence using above data: 3290.619 2865.570 Area of streams before confluence: 784.340 342.760 Effective area values after confluence: 1019.236 1127.100 Results of confluence: Total flow rate = 3290.619(CFS) Time of concentration = 16.509 min. Effective stream area after confluence = 1019.236(Ac.) Stream Area average Pervious fraction(Ap) = 0.458 Stream Area average soil loss rate(Fm) = 0.005(In/Hr) Study area (this main stream) = 1127.10(Ac.) End of computations, Total Study Area = 1127.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.458 Area averaged SCS curve number = 96.8 19 N 14o3 NE 141xg al DE TE IV TI on It) IG San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------------ FONTANA / LINE JURUPA AVE. 14'x 9' RCB HDROLOGY W/DET. @ SIERRA AVE. 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 a*"'^ **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 98.86 Adjusted SCS curve number for AMC 3 = 99.77 Pervious ratio(Ap) = 0.2610 Max loss rate(Fm)= 0.001(In/Hr) Rainfall intensity = 2.394(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 23.09 min. Rain intensity = 2.39(In/Hr) Total area this stream = 192.55(Ac.) Total Study Area (Main Stream No. 1) = 192.55(Ac.) Total runoff = 450.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 89.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1030.000(Ft.) Downstream point/station elevation = 1025.000(Ft.) Pipe length = 680.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 450.000(CFS) Given pipe size = 54.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 49.243(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 35.596(Ft.) Minor friction loss = 18.647(Ft.) K -factor = 1.50 Pipe flow velocity = 28.29(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 23.49 min. 107-1 *%PIK ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 192.550(Ac.) Runoff from this stream = 450.000(CFS) Time of concentration = 23.49 min. Rainfall intensity = 2.370(In/Hr) Area averaged loss rate (Fm) = 0.0012(In/Hr) Area averaged Pervious ratio (Ap) = 0.2610 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 99.51 Adjusted SCS curve number for AMC 3 = 99.90 Pervious ratio(Ap) = 0.8280 Max loss rate(Fm)= 0.002(In/Hr) Rainfall intensity = 3.539(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 12.04 min. Rain intensity = 3.54(In/Hr) Total area this stream = 284.04(Ac.) Total Study Area (Main Stream No. 1) = 476.59(Ac.) yw,„ Total runoff = 1063.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 284.040(Ac.) Runoff from this stream = 1063.000(CFS) Time of concentration = 12.04 min. Rainfall intensity = 3.539(In/Hr) Area averaged loss rate (Fm) = 0.0016(In/Hr) Area averaged Pervious ratio (Ap) = 0.8280 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 450.000 23.49 2.370 2 1063.000 12.04 3.539 Qmax(1) _ 1.000 * 1.000 * 450.000) + 0.669 * 1.000 * 1063.000) + = 1161.665 Qmax (2 ) _ 1.494 * 0.513 * 450.000) + 1.000 * 1.000 * 1063.000) + = 1407.491 *+ Total of 2 streams to confluence: Flow rates before confluence point: 450.000 1063.000 I 07 Maximum flow rates at confluence using above data:1161.665 1407.491 Area of streams before confluence: 192.550 284.040 Effective area values after confluence: 476.590 382.731 Results of confluence: Total flow rate = 1407.491(CFS) Time of concentration = 12.040 min. Effective stream area after confluence = 382.731(Ac.) Stream Area average Pervious fraction(Ap) = 0.599 Stream Area average soil loss rate(Fm) = 0.001(In/Hr) Study area (this main stream) = 476.59(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 90.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1028.200(Ft.) Downstream point elevation = 1022.300(Ft.) Channel length thru subarea = 1320.000(Ft.) Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.013 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 1407.491(CFS) Depth of flow = 6.014(Ft.), Average velocity = 16.716(Ft/s) Channel flow top width = 14.000(Ft.) Flow Velocity = 16.72(Ft/s) Travel time = 1.32 min. Time of concentration = 13.36 min. Critical depth = 6.813(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 382.731(Ac.) Runoff from this stream = 1407.491(CFS) Time of concentration = 13.36 min. Rainfall intensity = 3.325(In/Hr) Area averaged loss rate (Fm) = 0.0014(In/Hr) Area averaged Pervious ratio (Ap) = 0.5989 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 91.44 Adjusted SCS curve number for AMC 3 = 98.29 Pervious ratio(Ap) = 0.1950 Max loss rate(Fm)= 0.007(In/Hr) Rainfall intensity = 2.536(In/Hr) for a 100.0 year storm User specified values are as follows: 1610 TC = 20.98 min. Rain intensity = 2.54(In/Hr) Total area this stream = 76.70(Ac.) Total Study Area (Main Stream No. 1) = 553.29(Ac.) Total runoff = 178.54(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 76.700(Ac.) Runoff from this stream = 178.540(CFS) Time of concentration = 20.98 min. Rainfall intensity = 2.536(In/Hr) Area averaged loss rate (Fm) = 0.0066(In/Hr) Area averaged Pervious ratio (Ap) = 0.1950 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 98.56 Adjusted SCS curve number for AMC 3 = 99.71 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.006(In/Hr) Rainfall intensity = 3.334(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 13.30 min. Rain intensity = 3.33(In/Hr) r Total area this stream = 25.00(Ac.) Total Study Area (Main Stream No. 1) = 578.29(Ac.) Total runoff = 73.53(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 25.000(Ac.) Runoff from this stream = 73.530(CFS) Time of concentration = 13.30 min. Rainfall intensity = 3.334(In/Hr) Area averaged loss rate (Fm) = 0.0058(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 91.48 Adjusted SCS curve number for AMC 3 = 98.30 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.017(In/Hr) Rainfall intensity = 2.281(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 25.03 min. Rain intensity = 2.28(In/Hr) Total area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 590.29(Ac.) Total runoff = 22.26(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 12.000(Ac.) Runoff from this stream = 22.260(CFS) Time of concentration = 25.03 min. Rainfall intensity = 2.281(In/Hr) Area averaged loss rate (Fm) = 0.0169(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1407.491 13.36 3.325 2 178.540 20.98 2.536 3 73.530 13.30 3.334 4 22.260 25.03 2.281 Qmax(1) _ 1.000 * 1.000 * 1407.491) + 1.312 * 0.637 * 178.540) + 0.997 * 1.000 * 73.530) + 1.461 * 0.534 * 22.260) + = 1647.317 *400,. Qmax (2 ) _ 0.763 * 1.000 * 1407.491) + 1.000 * 1.000 * 178.540) + 0.760 * 1.000 * 73.530) + 1.113 * 0.838 * 22.260) + = 1328.481 Qmax(3) _ 1.003 * 0.996 * 1407.491) + 1.315 * 0.634 * 178.540) + 1.000 * 1.000 * 73.530) + 1.465 * 0.531 * 22.260) + = 1644.856 Qmax (4 ) _ 0.686 * 1.000 * 1407.491) + 0.899 * 1.000 * 178.540) + 0.684 * 1.000 * 73.530) + 1.000 * 1.000 * 22.260) + = 1198.451 Total of 4 streams to confluence: Flow rates before confluence point: 1407.491 178.540 73.530 22.260 Maximum flow rates at confluence using above data: 1647.317 1328.481 1644.856 1198.451 Area of streams before confluence: 382.731 76.700 25.000 12.000 Effective area values after confluence: 462.962 494.489 461.122 496.431 Results of confluence: Total flow rate = 1647.317(CFS) Time of concentration = 13.356 min. Effective stream area after confluence = 462.962(Ac.) Stream Area average Pervious fraction(Ap) = 0.554 168 �•*• Stream Area average soil loss rate(Fm) = 0.003(In/Hr) Study area (this main stream) = 496.43(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 91.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1022.300(Ft.) Downstream point elevation = 1013.100(Ft.) Channel length thru subarea = 1320.000(Ft.) Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.130 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 1647.317(CFS) Pressure flow condition in covered channel: Wetted perimeter = 46.00(Ft.) Flow area = Hydraulic grade line required at box inlet = Friction loss = 804.402(Ft.) 126.00(Sq.Ft) 799.184(Ft.) Minor Friction loss = 3.981(Ft.) K -Factor = 1.500 Flow Velocity = 13.07(Ft/s) Travel time = 1.68 min. Time of concentration = 16.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 99.95 Adjusted SCS curve number for AMC 3 = 99.99 Pervious ratio(Ap) = 0.5540 Max loss rate(Fm)= 0.000(In/Hr) Rainfall intensity = 3.097(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.04 min. Rain intensity = 3.10(In/Hr) Total area this stream = 462.96(Ac.) Total Study Area (Main Stream No. 1) = 1053.25(Ac.) Total runoff = 1647.79(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 462.960(Ac.) Runoff from this stream = 1647.790(CFS) Time of concentration = 15.04 min. Rainfall intensity = 3.097(In/Hr) Area averaged loss rate (Fm) = 0.0001(In/Hr) Area averaged Pervious ratio (Ap) = 0.5540 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** M. 40W. Soil classification AP and SCS values input by user ,. USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 99.58 Adjusted SCS curve number for AMC 3 = 99.92 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.001(In/Hr) Rainfall intensity = 2.461(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 22.06 min. Rain intensity = 2.46(In/Hr) Total area this stream = 75.26(Ac.) Total Study Area (Main Stream No. 1) = 1128.51(Ac.) Total runoff = 154.56(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 75.260(Ac.) Runoff from this stream = 154.560(CFS) Time of concentration = 22.06 min. Rainfall intensity = 2.461(In/Hr) Area averaged loss rate (Fm) = 0.0008(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 98.56 Adjusted SCS curve number for AMC 3 = 99.71 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.006(In/Hr) Rainfall intensity = 3.134(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 14.74 min. Rain intensity = 3.13(In/Hr) Total area this stream = 72.00(Ac.) Total Study Area (Main Stream No. 1) = 1200.51(Ac.) Total runoff = 196.52(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 72.000(Ac.) Runoff from this stream = 196.520(CFS) Time of concentration = 14.74 min. Rainfall intensity = 3.134(In/Hr) Area averaged loss rate (Fm) = 0.0058(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ l,, Process from Point/Station 91.000 to Point/Station 91.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** $ftw Soil classification AP and SCS values input by user USER INPUT of soil data for subarea r SCS curve number for soil(AMC 2) = 81.36 Adjusted SCS curve number for AMC 3 = 94.82 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.051(In/Hr) Rainfall intensity = 2.251(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 25.60 min. Rain intensity = 2.25(In/Hr) Total area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 1) = 1214.51(Ac.) Total runoff = 24.34(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 14.000(Ac.) Runoff from this stream = 24.340(CFS) Time of concentration = 25.60 min. Rainfall intensity = 2.251(In/Hr) Area averaged loss rate (Fm) = 0.0508(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** "01W* Soil classification AP and SCS values input by user 1%NW USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 71.93 Adjusted SCS curve number for AMC 3 = 88.54 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.110(In/Hr) Rainfall intensity = 2.230(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 25.99 min. Rain intensity = 2.23(In/Hr) Total area this stream = 13.00(Ac.) Total Study Area (Main Stream No. 1) = 1227.51(Ac.) Total runoff = 21.50(CFS) +++++++++++++++++++++++++++++t+t++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 5 Stream flow area = 13.000(Ac.) Runoff from this stream = 21.500(CFS) Time of concentration = 25.99 min. Rainfall intensity = 2.230(In/Hr) Area averaged loss rate (Fm) = 0.1095(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate No. (CFS) 1 1647.790 TC Rainfall Intensity (min) (In/Hr) 15.04 3.097 108 2 154.560 Area of streams before confluence: 22.06 462.960 75.260 72.000 14.000 13.000 2.461 3 196.520 Results of confluence: 14.74 Total flow rate = 2011.881(CFS) 3.134 4 24.340 Stream Area average Pepvious fraction(Ap) 25.60 Stream Area average soil loss rate(Fm) = 0.004(In/Hr) 2.251 5 21.500 25.99 2.230 Qmax(1) _ 1.000 * 1.000 * 1647.790) + 1.258 * 0.682 * 154.560) + 0.988 * 1.000 * 196.520) + 1.385 * 0.587 * 24.340) + 1.409 * 0.579 * 21.500) + = 2011.881 Qmax(2) _ 0.795 * 1.000 * 1647.790) + 1.000 * 1.000 * 154.560) + 0.785 * 1.000 * 196.520) + 1.096 * 0.862 * 24.340) + 1.109 * 0.849 * 21.500) + = 1661.417 Qmax (3 ) _ 1.012 * 0.980 * 1647.790) + 1.274 * 0.668 * 154.560) + 1.000 * 1.000 * 196.520) + 1.402 * 0.576 * 24.340) + 1.426 * 0.567 * 21.500) + = 1999.669 Qmax(4) _ 0.727 * 1.000 * 1647.790) + 0.915 * 1.000 * 154.560) + 0.718 * 1.000 * 196.520) + 1.000 * 1.000 * 24.340) + 1.010 * 0.985 * 21.500) + = 1525.650 Qmax(5) _ 0.720 * 1.000 * 1647.790) + 0.906 * 1.000 * 154.560) + 0.711 * 1.000 * 196.520) + 0.991 * 1.000 * 24.340) + 1.000 * 1.000 * 21.500) + = 1512.176 Total of 5 streams to confluence: Flow rates before confluence point: 1647.790 154.560 196.520 24.340 21.500 Maximum flow rates at confluence using above data: 2011.881 1661.417 1999.669 1525.650 1512.176 Area of streams before confluence: 462.960 75.260 72.000 14.000 13.000 Effective area values after confluence: 602.018 633.318 591.446 637.025 637.220 Results of confluence: Total flow rate = 2011.881(CFS) Time of concentration = 15.940 min. Effective stream area after confluence = 602.018(Ac.) Stream Area average Pepvious fraction(Ap) = 0.596 Stream Area average soil loss rate(Fm) = 0.004(In/Hr) Study area (this main stream) = 637.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel 4#M*- Upstream point elevation = 1013.100(Ft.) Downstream point elevation = 1006.400(Ft.) °fir, Channel length thru subarea = 1340.000(Ft.) .; Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 :Mrw Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.130 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 2011.881(CFS) Pressure flow condition in covered channel: Wetted perimeter = 46.00(Ft.) Flow area = 126.00(Sq.Ft) Hydraulic grade line required at box inlet = 1217.258(Ft.) Friction loss = 1218.020(Ft.) Minor Friction loss = 5.938(Ft.) K -Factor = 1.500 Flow Velocity = 15.97(Ft/s) Travel time = 1.40 min. Time of concentration = 16.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 92.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 602.018(Ac.) Runoff from this stream = 2011.881(CFS) Time of concentration = 16.44 min. Rainfall intensity = 2.936(In/Hr) Area averaged loss rate (Fm) = 0.0042(In/Hr) Area averaged Pervious ratio (Ap) = 0.5957 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 92.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 91.48 Adjusted SCS curve number for AMC 3 = 98.30 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.017(In/Hr) Rainfall intensity = 2.226(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 26.08 min. Rain intensity = 2.23(In/Hr) Total area this stream = 32.00(Ac.) Total Study Area (Main Stream No. 1) = 1259.51(Ac.) Total runoff = 58.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 92.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 32.000(Ac.) Runoff from this stream = 58.000(CFS) Time of concentration = 26.08 min. Rainfall intensity = 2.226(In/Hr) Area averaged loss rate (Fm) = 0.0169(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity "' No. (CFS) (min) (In/Hr) M, 1 2011.881 16.44 2.936 2 58.000 26.08 2.226 Qmax(1) _ 1.000 * 1.000 * 2011.881) + 1.322 * 0.630 * 58.000) + = 2060.193 Qmax(2) _ 0.758 * 1.000 * 2011.881) + 1.000 * 1.000 * 58.000) + = 1582.545 Total of 2 streams to confluence: Flow rates before confluence point: 2011.881 58.000 Maximum flow rates at confluence using above data: 2060.193 1582.545 Area of streams before confluence: 602.018 32.000 Effective area values after confluence: 622.189 634.018 Results of confluence: Total flow rate = 2060.193(CFS) Time of concentration = 16.439 min. Effective stream area after confluence = 622.189(Ac.) Stream Area average Pervious fraction(Ap) = 0.591 Stream Area average soil loss rate(Fm) = 0.005(In/Hr) Study area (this main stream) = 634.02(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ °` Process from Point/Station 92.000 to Point/Station 93.000 14 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1006.400(Ft.) Downstream point elevation = 1005.500(Ft.) Channel length thru subarea = 450.000(Ft.) Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.013 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 2060.193(CFS) Pressure flow condition in covered channel: Wetted perimeter = 46.00(Ft.) Flow area = 126.00(Sq.Ft) Hydraulic grade line required at box inlet = 9.616(Ft.) Friction loss = 4.289(Ft.) Minor Friction loss = 6.227(Ft.) K -Factor = 1.500 Flow Velocity = 16.35(Ft/s) Travel time = 0.46 min. Time of concentration = 15.50 min. End of computations, Total Study Area = 1259.51 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.577 400". Area averaged SCS curve number = 98.2 m @4 1475 /476 A00%. San Bernardino County Rational Hydrology Program 400, (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/13/05 ------------------------------------------------------------------------ FONTANA / DECLEZ CHANNEL HYDROLOGY W/DET. AT SIERRA (REVISED) 100 YEAR STORM JN 05086 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 93.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Nape Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 99.92 Adjusted SCS curve number for AMC 3 = 99.98 Pervious ratio(Ap) = 0.5910 Max loss rate(Fm)= 0.000(In/Hr) Rainfall intensity = 2.936(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 16.44 min. Rain intensity = 2.94(In/Hr) Total area this stream = 622.19(Ac.) Total Study Area (Main Stream No. 1) = 622.19(Ac.) Total runoff = 2060.19(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 94.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1005.500(Ft.) Downstream point elevation = 1004.000(Ft.) Channel length thru subarea = 500.000(Ft.) Channel base width = 24.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.014 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 2060.190(CFS) Depth of flow = 5.903(Ft.), Average velocity = 14.543(Ft/s) A00,, Channel flow top width = 24.000(Ft.) Flow Velocity = 14.54(Ft/s) *%W, Travel time = 0.57 min. 1417 Time of concentration = 17.01 min. Critical depth = 6.125(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 622.190(Ac.) Runoff from this stream = 2060.190(CFS) Time of concentration = 17.01 min. Rainfall intensity = 2.876(In/Hr) Area averaged loss rate (Fm) = 0.0002(In/Hr) Area averaged Pervious ratio (Ap) = 0.5910 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 99.68 Adjusted SCS curve number for AMC 3 = 99.94 Pervious ratio(Ap) = 0.3410 Max loss rate(Fm)= 0.000(In/Hr) Rainfall intensity = 2.334(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 24.09 min. Rain intensity = 2.33(In/Hr) Am%-, Total area this stream = 342.76(Ac.) Total Study Area (Main Stream No. 1) = 964.95(Ac.) %W✓ Total runoff = 773.45(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 342.760(Ac.) Runoff from this stream = 773.450(CFS) Time of concentration = 24.09 min. Rainfall intensity = 2.334(In/Hr) Area averaged loss rate (Fm) = 0.0004(In/Hr) Area averaged Pervious ratio (Ap) = 0.3410 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2060.190 17.01 2.876 2 773.450 24.09 2.334 Qmax(1) _ 1.000 * 1.000 * 2060.190) + 1.232 * 0.706 * 773.450) + = 2733.206 Qmax(2) _ 0.812 * 1.000 * 2060.190) + 1.000 * 1.000 * 773.450) + =SOW 2445.568 Total of 2 streams to confluence: 1478 R Flow rates before confluence point: 2060.190 773.450 rr+ Maximum flow rates at confluence using above data: 2733.206 2445.568 Area of streams before confluence: 622.190 342.760 Effective area values after confluence: 864.256 964.950 Results of confluence: Total flow rate = 2733.206(CFS) Time of concentration = 17.013 min. Effective stream area after confluence = 864.256(Ac.) Stream Area average Pervious fraction(Ap) = 0.502 Stream Area average soil loss rate(Fm) = 0.000(In/Hr) Study area (this main stream) = 964.95(Ac.) End of computations, Total Study Area = 964.95 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.502 Area averaged SCS curve number = 99.8 W m ♦ LAND PLANNING ♦ CIVIL ENGINEERING ♦ SURVEYING 7FE) NTA N4 HYDRAULICS JOB No. 04339 BY AA5 iem.4 DATE /9 O. SHT. OF c4 channggee Siuite iOO' .` �roNTKI N� JOB No. 0433 9 CA 7. 2BY 91591ngAl 1 ;;' z . .r DATE SHT. I& nr� OF ♦ LAND PLANNING CIVIL ENGINEERING SURVEYING 100 YEAR -�+:nd11y�J(' (6LI i c96 � o£ •Z Zai 0 N N v a Q-' ti x � q N Oki 00+Z� a V-91 = 05'Soo/ zr z -P -z�z M s%9 ,701 lo'Soo/ a� a - ;A � M C�+ L: L on/ 'o C, d SsZ• - (6o1 Nze" rL a- �cr bz °vi ___.!EO 'OFD/ V4�� LOb •Sk, pogo/ 85'5+0/ � 8$•LL•I .-rs 211 T1 FONTANA / DECLEZ CHANNEL W/O DETENTION (AMC3) 0 w� T2 100 YEAR STORM T3 JN 04339 SO 23300.0001002.670 1 1002.670 R 24100.0001005.070 1 .014 .000 .000 0 JX 24100.0101005.070 1 2 .014 665.000 1005.070 .0 .000 R 24242.1201005.500 1 .014 .000 WX 24242.1201005.500 3 R 24242.1301005.500 3 .013 .000 .000 0 SH 24242.1301005.500 3 1005.500 CD 1 2 0 .000 11.000 24.000 .000 .000 .00 CD 2 4 1 .000 9.000 .000 .000 .000 .00 CD 3 3 0 .000 9.000 14.000 .000 .000 .00 Q 2625.000 .0 ter. FILE: DECLEZOCH.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-14-2005 Time: 5:44:46 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(S) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 2 0 .000 11.000 24.000 .00 CD 2 4 1 9.000 CD 3 3 0 .000 9.000 14.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / DECLEZ CHANNEL W/ DET. AT SIERRE (AMC3) (REVISED) HEADING LINE NO 2 IS - 100 YEAR STORM HEADING LINE NO 3 IS - JN 04339 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 23300.000 1002.670 1 1002.670 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24100.000 1005.070 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 24100.010 1005.070 1 2 0 .014 665.000 .000 1005.070 .000 .000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24242.120 1005.500 1 .014 .000 .000 .000 0 ELEMENT NO 5 IS A WALL EXIT U/S DATA STATION INVERT SECT 24242.120 1005.500 3 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24242.130 1005.500 3 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 24242.130 1005.500 3 1005.500 F 0 FILE: DECLEZOCH.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-14-2005 Time: 5:44: 5 FONTANA / DECLEZ CHANNEL W/ DET. AT SIERRE (AMC3) (REVISED) 100 YEAR STORM JN 04339 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NIMorm Dp I "N" I X-Fa111 ZR (Type Ch I I I I I I I I I I I I I 23300.000 1002.670 8.204 1010.874 3290.00 16.71 4.34 1015.21 .00 8.36 24.00 11.000 24.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 742.557 .0030 .0030 2.23 8.20 1.03 8.20 .014 .00 .00 RECTANG I I I I I I I I I I I I I 24042.560 1004.898 8.204 1013.102 3290.00 16.71 4.34 1017.44 .00 8.36 24.00 11.000 24.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 57.443 .0030 .0029 .17 8.20 1.03 8.20 .014 .00 .00 RECTANG I I I I I I I I I I I I I 24100.000 1005.070 8.357 1013.427 3290.00 16.40 4.18 1017.61 .00 8.36 24.00 11.000 24.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0018 .00 8.36 1.00 .014 .00 .00 RECTANG I I I I I I I I I I I I I 24100.010 1005.070 11.184 1016.254 2625.00 9.78 1.49 1017.74 .00 7.19 24.00 11.000 24.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 142.109 .0030 .0009 .12 11.18 .52 6.97 .014 .00 .00 RECTANG I I I I I I I I I I I I I 24242.120 1005.500 10.756 1016.256 2625.00 10.17 1.61 1017.86 .00 7.19 24.00 11.000 24.000 .00 0 .0 WALL EXIT I I I I I I I I I I I I I 24242.120 1005.500 10.756 1016.256 2625.00 20.83 6.74 1023.00 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .012 .0000 .0087 .00 10.76 1.22 .00 .013 .00 .00 BOX I I I I I I I I I I I I I 24242.130 1005.500 10.756 1016.256 2625.00 20.83 6.74 1023.00 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1665 pwM., Tl FONTANA / JURUPA AVE. W X 9' RCB W/O DETENTION [AMC33 0 T2 100 YEAR STORM T3 JN 04339 SO 7990.5001005.500 1 1016.140 R 8003.0701005.530 1 .013 .000 .000 R 0 8143.7401005.810 1 .013 -89.554 .000 R 0 8600.0001006.720 1 .013 .000 .000 R 0 9200.0001009.720 1 .013 .000 .000 JX 0 9200.0101009.720 1 2 .013 50.000 1013.220 -45.0 .000 R 9680.0001012.120 1 .013 .000 .000 R 0 9770.0001012.930 1 .013 .000 .000 JX 0 9770.0101012.930 1 2 .013 38.000 1015.400 45.0 .000 R 9770.0201012.930 1 .013 .000 .000 JX 0 9770.0301012.930 1 3 .013 195.000 1015.400 45.0 .000 R 9790.0001013.090 1 .013 .000 .000 JX 0 9790.0101013.090 1 4 .013 132.000 1014.500 -45.0 .000 R 10700.0001019.670 1 .013 .000 .000 R 0 11000.0001021.870 1 .013 .000 .000 R 0 11108.0001022.300 1 .013 .000 .000 JX 0 11108.0101022.300 1 5 6.013 91.000 149.0001025.0001025.000 45.0-45.0 .000 R 12357.7301027.300 1 .013 .000 .000 R 0 12503.4001027.860 1 .013 -39.369 .000 JX 0 12503.4101028.860 8 7 1.013 68.000 907.0001029.9201027.860 45.0 .0 .000 R 12528.3001028.900 8 .013 30.000 .000 SH 0 12528.3001028.900 8 1028.900 CD 1 3 0 .000 9.000 14.000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 3.500 .000 .000 .000 .00 CD 4 4 1 .000 5.000 .000 .000 .000 .00 CD 5 4 1 .000 4.000 .000 .000 .000 .00 CD 6 4 1 .000 4.500 .000 .000 .000 .00 CD 7 4 1 .000 4.000 .000 .000 .000 .00 CD 8 4 1 .000 8.000 .000 .000 .000 .00 Q 995.000 .0 8 FILE: JURUPARCB.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-14-2005 Time: 6:37:36 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 3 0 .000 9.000 14.000 .000 .000 .00 CD 2 4 1 3.000 CD 3 4 1 3.500 CD 4 4 1 5.000 CD 5 4 1 4.000 CD 6 4 1 4.500 CD 7 4 1 4.000 CD 8 4 1 8.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / JURUPA AVE. 14'X 9' RCB W/O DETENTION [AMC2] HEADING LINE NO 2 IS - 100 YEAR STORM HEADING LINE NO 3 IS - JN 04339 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 7990.500 1005.500 1 1016.140 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8003.070 1005.530 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8143.740 1005.810 1 .013 90.000 -89.554 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8600.000 1006.720 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9200.000 1009.720 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9200.010 1009.720 1 2 0 .013 50.000 .000 1013.220 .000 -45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9680.000 1012.120 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9770.000 1012.930 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9770.010 1012.930 1 2 0 .013 38.000 .000 1015.400 .000 45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9770.020 1012.930 1 .013 .000 .000 .000 0 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9770.030 1012.930 1 3 0 .013 195.000 .000 1015.400 .000 45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9790.000 1013.090 1 .013 .000 .000 .000 0 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9790.010 1013.090 1 4 0 .013 132.000 .000 1014.500 .000 -45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10700.000 1019.670 1 .013 .000 .000 .000 0 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 11000.000 1021.870 1 .013 .000 .000 .000 0 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 11108.000 1022.300 1 .013 .000 .000 .000 0 ELEMENT NO 17 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 11108.010 1022.300 1 5 6 .013 91.000 149.000 1025.000 1025.000 45.000 -45.000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 12357.730 1027.300 1 .013 .000 .000 .000 0 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 12503.400 1027.860 1 .013 212.001 -39.369 .000 0 ELEMENT NO 20 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 12503.410 1028.860 8 7 1 .013 68.000 907.000 1029.920 1027.860 45.000 .000 RADIUS ANGLE ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT 12528.300 1028.900 8 ELEMENT NO 22 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 12528.300 1028.900 8 .000 .000 N RADIUS ANGLE ANG PT MAN H 013 47.536 30.000 .000 0 * W S ELEV 1028.900 FILE: JURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-14-2005 Time: 6:12: 4 FONTANA / JURUPA AVE. 14'x 9' RCB W/O DETENTION [AMC2] 100 YEAR STORM JN 04339 I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall) ZR IType Ch I I I I I I I I I I I I I 7990.500 1005.500 10.640 1016.140 2625.00 20.83 6.74 1022.88 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 12.570 .0024 .0087 .11 10.64 1.22 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 8003.070 1005.530 10.719 1016.249 2625.00 20.83 6.74 1022.99 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 140.670 .0020 .0087 1.22 .00 1.22 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 8143.740 1005.810 13.003 1018.813 2625.00 20.83 6.74 1025.55 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 456.260 .0020 .0087 3.95 13.00 1.22 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 8600.000 1006.720 16.047 1022.767 2625.00 20.83 6.74 1029.51 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 600.000 .0050 .0087 5.20 16.05 1.22 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 9200.000 1009.720 18.248 1027.968 2625.00 20.83 6.74 1034.71 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- I- JUNCT STR .0000 .0083 .00 18.25 1.22 .013 .00 .00 BOX I I I I I I I I I I I I I 9200.010 1009.720 18.695 1028.415 2575.00 20.44 6.49 1034.90 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 479.990 .0050 .0083 4.00 18.69 1.20 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 9680.000 1012.120 20.298 1032.418 2575.00 20.44 6.49 1038.90 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 90.000 .0090 .0083 .75 20.30 1.20 7.27 .013 .00 .00 BOX I I I I I I I I I I I I I 9770.000 1012.930 20.239 1033.169 2575.00 20.44 6.49 1039.65 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0081 .00 20.24 1.20 .013 .00 .00 BOX I I I I I I I I I I I I I 9770.020 1012.930 20.583 1033.513 2537.00 20.13 6.30 1039.81 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0069 .00 20.58 1.18 .013 .00 .00 BOX FILE: JURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 2 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-14-2005 Time: 6:12: 4 FONTANA / JURUPA AVE. 141x 9' RCB W/O DETENTION [AMC2] 100 YEAR STORM JN 04339 ************************************************************************************************************************** ******** I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev ( (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Eleni ICh Slope I I ( I SF Avel HF ISE DpthlFroude NINorm Dp I "N^ I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 9770.030 1012.930 21.756 1034.686 2342.00 18.59 5.36 1040.05 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 19.970 .0080 .0069 .14 21.76 1.09 7.07 .013 .00 .00 BOX I I I I I I I I I I I I I 9790.000 1013.090 21.733 1034.823 2342.00 18.59 5.36 1040.19 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0061 .00 21.73 1.09 .013 .00 .00 BOX I I I I I I I I I I I I I 9790.010 1013.090 22.754 1035.844 2210.00 17.54 4.78 1040.62 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 909.990 .0072 .0061 5.59 22.75 1.03 7.03 .013 .00 .00 BOX I I I I I I I I I I I I I 10700.000 1019.670 21.765 1041.435 2210.00 17.54 4.78 1046.21 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 300.000 .0073 .0061 1.84 21.76 1.03 7.00 .013 .00 .00 BOX I I I I I I I I I I I I I 11000.000 1021.870 21.408 1043.278 2210.00 17.54 4.78 1048.05 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 108.000 .0040 .0061 .66 21.41 1.03 8.83 .013 .00 .00 BOX I I I I I I I I I I I I I 11108.000 1022.300 21.641 1043.941 2210.00 17.54 4.78 1048.72 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0049 .00 21.64 1.03 .013 .00 .00 BOX I I I I I I I I I I I I I 11108.010 1022.300 23.245 1045.545 1970.00 15.63 3.80 1049.34 .00 8.50 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1249.721 .0040 .0049 6.10 23.25 .92 8.07 .013 .00 .00 BOX I I I I I I I I I I I I I 12357.730 1027.300 24.346 1051.646 1970.00 15.63 3.80 1055.44 .00 8.50 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 145.670 .0038 .0049 .71 .00 .92 8.19 .013 .00 .00 BOX I I I I I I I I I I I I I 12503.400 1027.860 24.999 1052.859 1970.00 15.63 3.80 1056.66 .00 8.50 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR ******* .0084 .00 .00 .92 .013 .00 .00 BOX -------------------- WARNING - Junction Analysis - Change in Channel Type --------------- FILE: JURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 3 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-14-2005 Time: 6:12: 4 FONTANA / JURUPA AVE. 14'x 9' RCB W/O DETENTION [AMC2] 100 YEAR STORM JN 04339 I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 12503.410 1028.860 25.520 1054.380 995.00 19.79 6.08 1060.46 .00 7.51 .00 8.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 24.890 .0016 .0119 .30 .00 .00 8.00 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 12528.300 1028.900 26.479 1055.379 995.00 19.79 6.08 1061.46 .00 7.51 .00 8.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- A ✓uQuPA /k/�. l4 -K T ' ICCF3 WIDE7. Fosiro tjg Io w0E-T �u,�U �� MaWe) 71 A✓ i Ncl `L d p w v �v O M M ti IM a— � 12 1,780 Jue-uf'A .._.._ Z,oil `xq, {SGB �0 t1 /\ .a m ?I To 8� I � q.yoeFs �A-�'-fev ePefeN�aK) ioa= %rNE Pl @ 89 �ioo= I,04�3 G=S (119) &,.� QQ 150 coo clue"Ced 0 I, 4o7 Ui L ilie f7Z-4 @ qo ��ob= 179 u -s I = TG .70 O -C = Zo.9 8 1q4 = 0.094 5C5#5C, Q = 74160 �= s A= 25, a� . 4_ 13.3o 0 DFTSNTO 735 y P�I too G ae,. C2,6 0 r_rM: 0.220 DFTSNTO 735 y P�I p�J-4.4 e `il _ (75 C4=--s err Baa = Ti. 26 at =22.0e es r7 d = 22 CFS 14�ao z /3 az. -lz= 25.99 = 0.393 N &(i3 Q(e = 2,060 d,(=5 @ 9 v 9-4 (29 loo= 773 u=s 1614 T1 FONTANA / DECLEZ CHANNEL W/DETENTION @SIERRA (AMC3) 0 �Mrrr' T2 100 YEAR STORM T3 JN 04339 SO 23300.0001002.670 1 1002.670 R 24100.0001005.070 1 .014 .000 .000 0 JX 24100.0101005.070 1 2 .014 673.000 1005.070 .0 .000 R 24242.1201005.500 1 .014 .000 WX 24242.1201005.500 3 R 24242.1301005.500 3 .013 .000 .000 0 SH 24242.1301005.500 3 1005.500 CD 1 2 0 .000 11.000 24.000 .000 .000 .00 CD 2 4 1 .000 9.000 .000 .000 .000 .00 CD 3 3 0 .000 9.000 14.000 .000 .000 .00 Q 2060.000 .0 IN IN FILE: DECLEZOCH.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-15-2005 Time: 4:36:41 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 2 0 .000 11.000 24.000 .00 CD 2 4 1 9.000 CD 3 3 0 .000 9.000 14.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / DECLEZ CHANNEL W/DETENTION @SIERRA (AMC3) HEADING LINE NO 2 IS - 100 YEAR STORM HEADING LINE NO 3 IS - JN 04339 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 23300.000 1002.670 1 1002.670 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24100.000 1005.070 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 24100.010 1005.070 1 2 0 .014 673.000 .000 1005.070 .000 .000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24242.120 1005.500 1 .014 .000 .000 .000 0 ELEMENT NO 5 IS A WALL EXIT U/S DATA STATION INVERT SECT 24242.120 1005.500 3 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24242.130 1005.500 3 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 24242.130 1005.500 3 1005.500 x FILE: DECLEZOCH.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-15-2005 Time: 4:36:47 FONTANA / DECLEZ CHANNEL W/DETENTION @SIERRA (AMC3) 100 YEAR STORM JN 04339 I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Eleni ICh -I- Slope I -I- I -I- -I- I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" I -I- X -Fall) -I ZR (Type Ch I 23300.000 I 1002.670 I 7.190 -I- I I 1009.860 2733.00 -I- 15.84 I 3.89 I 1013.76 -I- .00 -I- I 7.39 I 24.00 I I 11.000 I 24.000 .00 I 0 .0 -I- 727.283 -I- .0030 -I- -I- -I- .0030 2.18 7.19 -I- 1.04 7.19 -I- -I- .014 -I- .00 .00 1- RECTANG I 24027.280 I 1004.852 I 7.190 I I 1012.042 2733.00 -I- 15.84 I 3.89 I 1015.94 .00 I 7.39 I 24.00 I I 11.000 I 24.000 .00 I 0 .0 -I- 72.717 -I- .0030 -I- -i- -I- -I- .0029 -I- .21 -I- 7.19 -I- 1.04 7.19 -I- -I- .014 -I- .00 .00 1- RECTANG I 24100.000 1005.070 I I 7.387 -I- I I 1012.457 2733.00 -I- 15.42 I 3.69 I 1016.15 .00 I 7.39 I 24.00 I I 11.000 I 24.000 .00 I 0 .0 -I- JUNCT STR -I- .0000 -I- -I- -I- .0017 -I- .00 -I- 7.39 -I- 1.00 -I- -I- .014 -I- .00 .00 I- RECTANG I 24100.010 1005.070 I I 9.947 I I 1015.017 2060.00 -I- 8.63 I 1.16 I 1016.17 .00 I 6.12 I 24.00 I I 11.000 I 24.000 .00 I 0 .0 -I- 142.109 -I- .0030 -I- -I- -I- -I- .0007 -I- .10 -I- 9.95 -I- .48 5.88 -I- -I- .014 -I- .00 .00 1- RECTANG 24242.120 I 1005.500 I I 9.515 I I 1015.015 2060.00 9.02 I 1.26 I 1016.28 .00 I 6.12 I 24.00 I 11.000 I I 24.000 .00 1 0 .0 WALL EXIT 24242.120 I 1005.500 I I 9.515 I I 1015.015 2060.00 -I- 16.35 I 4.15 -I- I 1019.17 -I- .00 I 8.76 I 14.00 I I 9.000 I 14.000 .00 I 0 .0 -I- .012 -I- .0000 -I- -I- -I- .0053 .00 -I- 9.52 -I- .96 .00 -I- -I- .013 -I- .00 .00 1- BOX 24242.130 -I- I 1005.500 -I- I I 9.515 -I- I I 1015.015 2060.00 -I- -I- 16.35 -I- I 4.15 -I- I 1019.17 -I- .00 -I- I 8.76 -I- I 14.00 I I 9.000 -I- -I- I 14.000 -I- .00 I 0 .0 I- IN T1 FONTANA / JURUPA AVE. 14'x 9' RCB W/DETENTION @ SIERRA AVE. (AMC3) w*+° 0 ,,. T2 100 YEAR STORM T3 JN 04339 SO 7990.5001005.500 1 1016.140 R 8003.0701005.530 1 .013 .000 .000 0 R 8143.7401005.810 1 .013 -89.554 .000 0 R 8600.0001006.720 1 .013 .000 .000 0 R 9200.0001009.720 1 .013 .000 .000 0 JX 9200.0101009.720 1 2 .013 49.000 1013.220 -45.0 .000 R 9680.0001012.120 1 .013 .000 .000 0 R 9770.0001012.930 1 .013 .000 .000 0 JX 9770.0101012.930 1 2 .013 37.000 1015.400 45.0 .000 R 9770.0201012.930 1 .013 .000 .000 0 JX 9770.0301012.930 1 3 .013 194.000 1015.400 45.0 .000 R 9790.0001013.090 1 .013 .000 .000 0 JX 9790.0101013.090 1 4 .013 133.000 1014.500 -45.0 .000 R 10700.0001019.670 1 .013 .000 .000 0 R 11000.0001021.870 1 .013 .000 .000 0 R 11108.0001022.300 1 .013 .000 .000 0 JX 11108.0101022.300 1 5 6.013 91.000 149.0001025.0001025.000 45.0-45.0 .000 R 12357.7301027.300 1 .013 .000 .000 0 R 12503.4001027.860 1 .013 -39.369 .000 0 JX 12503.4101028.860 8 7 1.013 68.000 344.0001029.9201027.860 45.0 .0 .000 R 12528.3001028.900 8 .013 30.000 .000 0 SH 12528.3001028.900 8 1028.900 CD 1 3 0 .000 9.000 14.000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 3.500 .000 .000 .000 .00 CD 4 4 1 .000 5.000 .000 .000 .000 .00 CD 5 4 1 .000 4.000 .000 .000 .000 .00 CD 6 4 1 .000 4.500 .000 .000 .000 .00 CD 7 4 1 .000 4.000 .000 .000 .000 .00 CD 8 4 1 .000 8.000 .000 .000 .000 .00 Q 995.000 .0 IN x z x FILE: JURUPARCB.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-15-2005 Time: 5: 5:22 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 3 0 .000 9.000 14.000 .000 .000 .00 CD 2 4 1 3.000 CD 3 4 1 3.500 CD 4 4 1 5.000 CD 5 4 1 4.000 CD 6 4 1 4.500 CD 7 4 1 4.000 CD 8 4 1 8.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / JURUPA AVE. 14'x 9' RCB W/DETENTION @ SIERRA AVE. (AMC3) HEADING LINE NO 2 IS - 100 YEAR STORM HEADING LINE NO 3 IS - JN 04339 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 7990.500 1005.500 1 1016.140 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8003.070 1005.530 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8143.740 1005.810 1 .013 90.000 -89.554 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8600.000 1006.720 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9200.000 1009.720 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9200.010 1009.720 1 2 0 .013 49.000 .000 1013.220 .000 -45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9680.000 1012.120 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9770.000 1012.930 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9770.010 1012.930 1 2 0 .013 37.000 .000 1015.400 .000 45.000 .000 Y 00 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9770.020 1012.930 1 .013 .000 .000 .000 0 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9770.030 1012.930 1 3 0 .013 194.000 .000 1015.400 .000 45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9790.000 1013.090 1 .013 .000 .000 .000 0 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 9790.010 1013.090 1 4 0 .013 133.000 .000 1014.500 .000 -45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10700.000 1019.670 1 .013 .000 .000 .000 0 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 11000.000 1021.870 1 .013 .000 .000 .000 0 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 11108.000 1022.300 1 .013 .000 .000 .000 0 ELEMENT NO 17 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 11108.010 1022.300 1 5 6 .013 91.000 149.000 1025.000 1025.000 45.000 -45.000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 12357.730 1027.300 1 .013 .000 .000 .000 0 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 12503.400 1027.860 1 .013 212.001 -39.369 .000 0 ELEMENT NO 20 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 12503.410 1028.860 8 7 1 .013 68.000 344.000 1029.920 1027.860 45.000 .000 RADIUS ANGLE ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N 12528.300 1028.900 8 .013 ELEMENT NO 22 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 12528.300 1028.900 8 .000 .000 RADIUS ANGLE ANG PT MAN H 47.536 30.000 .000 0 * W S ELEV 1028.900 6� Q FILE: TURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-15-2005 Time: 5: 4:57 FONTANA / JURUPA AVE. 141x 9' RCB W/DETENTION @ SIERRA AVE. (AMC3) 100 YEAR STORM JN 04339 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth i Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 7990.500 1005.500 10.640 1016.140 2060.00 16.35 4.15 1020.29 .00 8.76 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 12.570 .0024 .0053 .07 10.64 .96 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 8003.070 1005.530 10.677 1016.207 2060.00 16.35 4.15 1020.36 .00 8.76 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 140.670 .0020 .0053 .75 .00 .96 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 8143.740 1005.810 11.976 1017.786 2060.00 16.35 4.15 1021.94 .00 8.76 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 456.260 .0020 .0053 2.44 11.98 .96 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 8600.000 1006.720 13.501 1020.221 2060.00 16.35 4.15 1024.37 .00 8.76 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 600.000 .0050 .0053 3.20 13.50 .96 7.67 .013 .00 .00 BOX I I I I I I I I I I I I I 9200.000 1009.720 13.704 1023.424 2060.00 16.35 4.15 1027.57 .00 8.76 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0051 .00 13.70 .96 .013 .00 .00 BOX I I I I I I I I I I I I I 9200.010 1009.720 14.035 1023.755 2011.00 15.96 3.96 1027.71 .00 8.62 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 479.990 .0050 .0051 2.44 14.04 .94 7.53 .013 .00 .00 BOX I I I I I I I I I I I I I 9680.000 1012.120 14.077 1026.197 2011.00 15.96 3.96 1030.15 .00 8.62 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 90.000 .0090 .0051 .46 14.08 .94 6.04 .013 .00 .00 BOX I I I I I I I I I I I I I 9770.000 1012.930 13.725 1026.655 2011.00 15.96 3.96 1030.61 .00 8.62 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0049 .00 13.72 .94 .013 .00 .00 BOX I I I I I I I I I I I I I 9770.020 1012.930 13.979 1026.909 1974.00 15.67 3.81 1030.72 .00 8.52 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- I- JUNCT STR .0000 .0040 .00 13.98 .92 .013 .00 .00 BOX /-4 FILE: JURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 2 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-15-2005 Time: 5: 4:57 FONTANA / JURUPA AVE. 14'x 9' RCB W/DETENTION @ SIERRA AVE. (AMC3) 100 YEAR STORM JN 04339 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I ^N^ I X-Fa111 ZR (Type Ch I i I I I I I I I I I I I 9770.030 1012.930 14.722 1027.652 1780.00 14.13 3.10 1030.75 .00 7.95 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 19.970 .0080 .0040 .08 14.72 .83 5.77 .013 .00 .00 BOX I I I I I I I I I I I I I 9790.000 1013.090 14.642 1027.732 1780.00 14.13 3.10 1030.83 .00 7.95 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- I- JUNCT STR .0000 .0034 .00 14.64 .83 .013 .00 .00 BOX I I I I I I I I I I I I I 9790.010 1013.090 15.376 1028.466 1647.00 13.07 2.65 1031.12 .00 7.55 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 909.990 .0072 .0034 3.10 15.38 .77 5.66 .013 .00 .00 BOX I I I I I I I I I I I I I 10700.000 1019.670 11.901 1031.571 1647.00 13.07 2.65 1034.22 .00 7.55 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 300.000 .0073 .0034 1.02 11.90 .77 5.63 .013 .00 .00 BOX I I I I I I I I I I I I I 11000.000 1021.870 10.725 1032.595 1647.00 13.07 2.65 1035.25 .00 7.55 14.00 9.000 14.000 .00 0 .0 108.000 .0040 .0034 .37 10.72 .77 7.06 .013 .00 .00 BOX I I I I I I I I I I I I I 11108.000 1022.300 10.663 1032.963 1647.00 13.07 2.65 1035.62 .00 7.55 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -i- 1- JUNCT STR .0000 .0025 .00 10.66 .77 .013 .00 .00 BOX I I I I I I I I I I I I I 11108.010 1022.300 11.739 1034.039 1407.00 11.17 1.94 1035.98 .00 6.80 14.00 9.000 14.000 .00 0 .0 -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1249.721 .0040 .0025 3.11 11.74 .66 6.26 .013 .00 .00 BOX I I I I I I I I I I I I I 12357.730 1027.300 9.851 1037.151 1407.00 11.17 1.94 1039.09 .00 6.80 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 145.670 .0038 .0025 .36 .00 .66 6.36 .013 .00 .00 BOX I I I I I I I I I I I I I 12503.400 1027.860 9.910 1037.770 1407.00 11.17 1.94 1039.71 .00 6.80 14.00 9.000 14.000 .00 0 .0 -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR ******* .00 .66 .013 .00 .00 BOX 6� CV N 0 0 I FILE: JURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 3 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-15-2005 Time: 5: 4:57 FONTANA / JURUPA AVE. 141x 9' RCB W/DETENTION @ SIERRA AVE. (AMC3) 100 YEAR STORM JN 04339 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow TopiHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Ave1 HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I i I I I I I I I I 12503.410 1028.860 7.512 1036.372 995.00 20.30 6.40 1042.77 8.00 7.51 3.83 8.000 .000 .00 1 .0 -1- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 18.334 .0016 .0109 .20 8.00 1.00 8.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 12521.740 1028.890 8.000 1036.890 995.00 19.79 6.08 1042.97 8.00 7.51 .00 8.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 6.556 .0016 .0117 .08 8.00 .00 8.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 12528.300 1028.900 8.428 1037.328 995.00 19.79 6.08 1043.41 .00 7.51 .00 8.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- AMC [NJ 3150 2'3+00 - - loo fn -.7 X w -p .1) 00 Y, OoCb ro �f.��{ iN 241 +4p az /00 5.07 19-7-5 N 172 70 27. 242.42. !7 "A /25 *03. 40 ,p 48 /0 30,92 0• S r i r2l? ro13.22 l08` 895 i�+oo W (//5/ 00 134-00 l0 N �- c73 o n 974 70 PZ 44_ oa 3�, 37 - - - ---- /015.40 /o; °° 4-2° 119 C¢93) �4 X119) N �r AN 4-4 R7+q0 S• C� r0�27 n 41. A O _ N � s rn 48` 84 :� 5•/48 P3 ., PID jukI IF EK C -P• Ire � z Oo U .p_ A� n 1ps� 3G�2tP -7 ✓ 14xq� 2C8 1,895 S1E1212A �� W/0 pErF�lYlat� JN. 0 433 q r- ` 3542 u A tit t., 2 k da n �o a b0 N oti N� a 00 A� 5<4-a-rg ANYa DZ -Z �Z°QcP IoZ''r?�eP Oil) C 1--,16) ��n 4 2 $ utlPNCPd N v % 43 on A � v IoZ''r?�eP Oil) C 1--,16) ��n 4 2 $ utlPNCPd * LAND PLANNING * CIVIL ENGINEERING * SURVEYING )s"-roq-)<j4 100 -YEAR w/AMc 2 JOB No. 04 5 1 BY a eA DATE !o o, SHT. 7N �9- OF MDZ 21oc t+1 2101 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/05/05 --------- ---------------------------------------------------- --------- FONTANA / LINE DZ -2A HYDROLOGY' 100 YEAR STORM JN 04339 ----------------------------------------- Hall & Forman, Inc. - SIN 950 _ ---------------------- *********--- ********** Hydrology Study Control Information Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 INITIAL AREA EVALUATION **** SCHOOL subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Initial subarea data: Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 1085.300(Ft.) Bottom (of initial area) elevation = 1080.300(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00625 s(%)= 0.63 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.480 min. Rainfall intensity = 2.931(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.765 Subarea runoff = 12.330(CFS) 5.500(Ac.) Total initial stream area = Pervious area fraction = 0.600 Initial area Fm value = 0.440(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station* 116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1080.300(Ft.) End of street segment elevation = 1076.600(Ft.) Length of street segment = 730.000(Ft.) Z102 Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 24.660(CFS) Depth of flow = 0.526(Ft.), Average velocity = 2.633(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.63(Ft/s) Travel time = 4.62 min. TC = 21.10 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.527(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.830 Subarea runoff = 22.293(CFS) for 11.000(Ac.) Total runoff = 34.622(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 16.50(Ac.) Area averaged Fm value = 0.196(In/Hr) Street flow at end of street = 34.622(CFS) Half street flow at end of street = 17.311(CFS) Depth of flow = 0.579(Ft.), Average velocity = 3.012(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 16.500(Ac.) Runoff from this stream = 34.622(CFS) Time of concentration = 21.10 min. Rainfall intensity = 2.527(In/Hr) Area averaged loss rate (Fm) = 0.1957(In/Hr) Area averaged Pervious ratio (Ap) = 0.2667 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 115.000 **** INITIAL AREA EVALUATION **** "' COMMERCIAL subarea type Decimal fraction soil group A = 0.000 � Decimal fraction soil group B = 1.000 r Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1093.600(Ft.) Bottom (of initial area) elevation = 1084.400(Ft.) Difference in elevation = 9.200(Ft.) Slope = 0.00920 s(%)= 0.92 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.306 min. Rainfall intensity = 3.493(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 16.925(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1084.400(Ft.) End of street segment elevation = 1076.600(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 8.0(In.) ems* Width of half street (curb to crown) = 20.000(Ft.) Nrr' Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 27.696(CFS) Depth of flow = 0.477(Ft.), Average velocity = 3.730(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.083(Ft.) Flow velocity = 3.73(Ft/s) Travel time = 2.68 min. TC = 14.99 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 3.103(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.879 Subarea runoff = 17.159(CFS) for 7.000(Ac.) �irr" Total runoff = 34.084 (CFS) 2104 Effective area this stream = 12.50(Ac.) Total Study Area (Main Stream No. 1) = 29.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 34.084(CFS) Half street flow at end of street = 17.042(CFS) Depth of flow = 0.506(Ft.), Average velocity = 3.977(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.500(Ac.) Runoff from this stream = 34.084(CFS) Time of concentration = 14.99 min. Rainfall intensity = 3.103(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 34.622 21.10 2 34.084 14.99 Qmax(1) = 1.000 * 1.000 * 0.810 * 1.000 * Rainfall Intensity (In/Hr) 2.527 3.103 34.622) + 34.084) + _ Qmax(2) _ 1.247 * 0.710 * 34.622) + 1.000 * 1.000 * 34.084) + _ 62.228 64.748 Total of 2 streams to confluence: Flow rates before confluence point: 34.622 34.084 Maximum flow rates at confluence using above data: 62.228 64.748 Area of streams before confluence: 16.500 12.500 Effective area values after confluence: 29.000 24.219 Results of confluence: Total flow rate = 64.748(CFS) Time of concentration = 14.987 min. Effective stream area after confluence = 24.219(Ac.) Stream Area average Pervious fraction(Ap) = 0.195 Stream Area average soil loss rate(Fm) = 0.143(In/Hr) Study area (this main stream) = 29.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 52.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1069.600(Ft.) rrwr Downstream point/station elevation = 1061.900(Ft.) Pipe length = 650.00(Ft.) Manning's N = 0.013 2 to 6 - No. No. of pipes = 1 Required pipe flow = 64.748(CFS) Given pipe size = 39.00(In.) °�rw✓ Calculated individual pipe flow = 64.748(CFS) Normal flow depth in pipe = 24.52(In.) Flow top width inside pipe = 37.69(In.) Critical Depth = 30.74(In.) Pipe flow velocity = 11.79(Ft/s) Travel time through pipe = 0.92 min. Time of concentration (TC) = 15.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 52.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 24.219(Ac.) Runoff from this stream = 64.748(CFS) Time of concentration = 15.91 min. Rainfall intensity = 2.994(In/Hr) Area averaged loss rate (Fm) = 0.1430(In/Hr) Area averaged Pervious ratio (Ap) = 0.1948 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1076.000(Ft.) Bottom (of initial area) elevation = 1071.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 14.278(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 118.000 to Point/Station* 119.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1071.000(Ft.) End of street segment elevation = 1068.900(Ft.) Length of street segment = 420.000(Ft.) .. Height of curb above gutter flowline = 208000(Ft,) Width of half street (curb to crown) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) 0.020 + Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.548(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.78(Ft/s) Travel time = 2.52 min. TC = 16.42 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D =.0-000 umber for soil(AMC 2) = 56.00 P. N 28.555(CFS) 2.779(Ft/s) SCS curve n 0.073(In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Rainfall intensity = 2.938(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.878 Subarea runoff = 24.389(CFS) for 10.000(Ac.) Total runoff = 38.666(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 44.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 38.666(CFS) Half street flow at end of street = 19.333(CFS) Depth of flow = 0.600(Ft.), Average velocity = 3.134(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 119.000 to Point/Station 119.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 15.000(Ac.) Runoff from this stream = 38.666(CFS) Time of concentration = 16.42 min. Rainfall intensity = 2.938(In/Or0734(In/Hr) Area averaged loss rate (Fm) _ Area averaged Pervious ratio (AP) = 0.1000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 64.748 15.91 2 38.666 16.42 Qmax(1) _ 1.000 * 1.000 Rainfall Intensity (In/Hr) 2.994 2.938 64.748) + 2taa 210; 1.020 * 0.969 * 38.666) + = 102.944 Qmax(2) _ 0.980 * 1.000 * 64.748) + 1.000 * 1.000 * 38.666) + = 102.127 Total of 2 streams to confluence: Flow rates before confluence point: 64.748 38.666 Maximum flow rates at confluence using above data: 102.944 102.127 Area of streams before confluence: 24.219 15.000 Effective area values after confluence: 38.749 39.219 Results of confluence: Total flow rate = 102.944(CFS) Time of concentration = 15.906 min. Effective stream area after confluence = 38.749(Ac.) Stream Area average Pervious fraction(Ap) = 0.159 Stream Area average soil loss rate(Fm) = 0.116(In/Hr) Study area (this main stream) = 39.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1061.900(Ft.) Downstream point/station elevation = 1059.400(Ft.) Pipe length = 500.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 102.944(CFS) Given pipe size = 42.00 (In. ) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 5.400(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 5.233(Ft.) Minor friction loss = 2.667(Ft.) K -factor = 1.50 Pipe flow velocity = 10.70(Ft/s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 16.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 53.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 38.749(Ac.) Runoff from this stream = 102.944(CFS) Time of concentration = 16.68 min. Rainfall intensity = 2.910(In/Or1164(In/Hr) Area averaged loss rate (Fm) _ Area averaged Pervious ratio (Ap) = 0.1586 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 121.000 **** INITIAL AREA EVALUATION **** 4 COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Zion Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1072.000(Ft.) Bottom (of initial area) elevation = 1067.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 15.705(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 122.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1067.000(Ft.) End of street segment elevation = 1064.700(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 28.555(CFS) Depth of flow = 0.547(Ft.), Average velocity = 2.798(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.80(Ft/s) Travel time = 2.68 min. TC = 16.58 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.920(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method) (Q=KCIA) is C = 0.877 Subarea runoff = 21.447(CFS) for 9.000(Ac.) r Total runoff = 37.152(CFS) 2 (01 Effective area this stream = 14.50(Ac.) Total Study Area (Main Stream No. 1) = 58.50(Ac.) wM' Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 37.152(CFS) Half street flow at end of street = 18.576(CFS) Depth of flow = 0.591(Ft.), Average velocity = 3.106(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 14.500(Ac.) Runoff from this stream = 37.152(CFS) Time of concentration = 16.58 min. Rainfall intensity = 2.920(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 102.944 16.68 2.910 2 37.152 16.58 2.920 Qmax(1) _ '`�' 1.000 * 1.000 * 102.944) + ` We 0.996 * 1.000 * 37.152) + = 139.956 Qmax(2) _ 1.004 * 0.994 * 102.944) + 1.000 * 1.000 * 37.152) + = 139.860 Total of 2 streams to confluence: Flow rates before confluence point: 102.944 37.152 Maximum flow rates at confluence using above data: 139.956 139.860 Area of streams before confluence: 38.749 14.500 Effective area values after confluence: 53.249 53.012 Results of confluence: Total flow rate = 139.956(CFS) Time of concentration = 16.685 min. Effective stream area after confluence = 53.249(Ac.) Stream Area average Pervious fraction(Ap) = 0.143 Stream Area average soil loss rate(Fm) = 0.105(In/Hr) Study area (this main stream) = 53.25(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1052.500(Ft.) Downstream point/station elevation = 1048.200(Ft.) Pipe length = 860.00(Ft.) Manning's N = 0.013 2110 No. of pipes = 1 Required pipe flow = 139.956(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 139.956(CFS) Normal flow depth in pipe = 39.14(In.) Flow top width inside pipe = 57.15(In.) Critical Depth = 40.64(In.) Pipe flow velocity = 10.32(Ft/s) Travel time through pipe = 1.39 min. Time of concentration (TC) = 18.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 54.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 53.249(Ac.) Runoff from this stream = 139.956(CFS) Time of concentration = 18.07 min. Rainfall intensity = 2.773(In/Hr) Area averaged loss rate (Fm) = 0.1047(In/Hr) Area averaged Pervious ratio (Ap) = 0.1426 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 123.000 to Point/Station 124.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 r Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1064.700(Ft.) Bottom (of initial area) elevation = 1059.700(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 19.989(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 124.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 19.989(CFS) Time of concentration = 13.90 min. Rainfall intensity = 3.246(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 139.956 18.07 2.773 2 19.989 13.90 3.246 Qmax(1) _ 1.000 * 1.000 * 139.956) + 0.851 * 1.000 * 19.989) + = 156.966 Qmax(2) _ 1.177 * 0.769 * 139.956) + 1.000 * 1.000 * 19.989) + = 146.719 Total of 2 streams to confluence: Flow rates before confluence point: 139.956 19.989 Maximum flow rates at confluence using above data: 156.966 146.719 Area of streams before confluence: 53.249 7.000 Effective area values after confluence: 60.249 47.959 Results of confluence: Total flow rate = 156.966(CFS) Time of concentration = 18.073 min. Effective stream area after confluence = 60.249(Ac.) Stream Area average Pervious fraction(Ap) = 0.138 Stream Area average soil loss rate(Fm) = 0.101(In/Hr) `ftW Study area (this main stream) = 60.25(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1048.200(Ft.) Downstream point/station elevation = 1046.500(Ft.) Pipe length = 340.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 156.966(CFS) Given pipe size = 63.00(In.) Calculated individual pipe flow = 156.966(CFS) Normal flow depth in pipe = 40.64(In.) Flow top width inside pipe = 60.29(In.) Critical Depth = 42.57(In.) Pipe flow velocity = 10.63(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 18.61 min. End of computations, Total Study Area = 65.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.142 Area averaged SCS curve number = 56.0 @4 V Il M 0"MomZ—Z 14 22oc 2 20 l ,^WWI San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/05/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -2 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 960.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1098.400(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.00479 s(%)= 0.48 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.794 min. Rainfall intensity = 3.261(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.873 Subarea runoff = 14.237(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1098.400(Ft.) End of street segment elevation = 1093.600(Ft.) vim,, Length of street segment = 590.000(Ft.) 2202 Height of curb above gutter flowline = 8.0(In.) A400. Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.355(CFS) Depth of flow = 0.473(Ft.), Average velocity = 2.932(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.896(Ft.) Flow velocity = 2.93(Ft/s) Travel time = 3.35 min. TC = 17.15 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.862(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.873 Subarea runoff = 10.753(CFS) for 5.000(Ac.) Total runoff = 24.989(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.086(In/Hr) Street flow at end of street = 24.989(CFS) Half street flow at end of street = 12.495(CFS) Depth of flow = 0.496(Ft.), Average velocity = 3.052(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 50.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1085.300(Ft.) Downstream point/station elevation = 1079.500(Ft.) Pipe length = 460.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.989(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 24.989(CFS) Normal flow depth in pipe = 19.31(In.) Flow top width inside pipe = 19.03(In.) Critical Depth = 21.13(In.) Pipe flow velocity = 9.22(Ft/s) Travel time through pipe = 0.83 min. Time of concentration (TC) = 17.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 2,203 Process from Point/Station 50.000 to Point/Station 50.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.000(Ac.) Runoff from this stream = 24.989(CFS) Time of concentration = 17.98 min. Rainfall intensity = 2.782(In/Hr) Area averaged loss rate (Fm) = 0.0856(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1098.400(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.00460 s(%)= 0.46 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.136 min. Rainfall intensity = 3.214(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 15.425(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) 0.098(In/Hr) year storm is C = 0.873 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1098.400(Ft.) End of street segment elevation = 1092.200(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 28.746(CFS) Depth of flow = 0.509(Ft.), Average velocity = 3.311(Ft/s) 2204 Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.31(Ft/s) Travel time = 3.52 min. TC = 17.66 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.812(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.869 Subarea runoff = 21.219(CFS) for 9.500(Ac.) Total runoff = 36.643(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 25.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 36.643(CFS) Half street flow at end of street = 18.322(CFS) Depth of flow = 0.543(Ft.), Average velocity = 3.646(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 50.000 PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1083.800(Ft.) Downstream point/station elevation = 1079.500(Ft.) Pipe length = 570.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.643(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 36.643(CFS) Normal flow depth in pipe = 25.41(In.) Flow top width inside pipe = 21.61(In.) Critical Depth = 24.61(In.) Pipe flow velocity = 8.26(Ft/s) Travel time through pipe = 1.15 min. Time of concentration (TC) = 18.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 50.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 15.000(Ac.) Runoff from this stream = 36.643(CFS) Time of concentration = 18.81 min. Rainfall intensity = 2.708(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: "ow- Rainfall Intensity Stream Flow rate TC y ' No. (CFS) (min) (In/Hr) '2205 1 24.989 17.98 2.782 2 36.643 18.81 2.708 Qmax(1) _ 1.000 * 1.000 * 24.989) + 1.028 * 0.956 * 36.643) + = 61.013 Qmax(2) _ 0.972 * 1.000 * 24.989) + 1.000 * 1.000 * 36.643) + = 60.944 Total of 2 streams to confluence: Flow rates before confluence point: 24.989 36.643 Maximum flow rates at confluence using above data: 61.013 60.944 Area of streams before confluence: 10.000 15.000 Effective area values after confluence: 24.338 25.000 Results of confluence: Total flow rate = 61.013(CFS) Time of concentration = 17.980 min. Effective stream area after confluence = 24.338(Ac.) Stream Area average Pervious fraction(Ap) = 000100In/Hr) Stream Area average soil loss rate(Fm) _ Study area (this main stream) = 25.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 51.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1079.500(Ft.) Downstream point/station elevation = 1071.300(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 61.013(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 61.013(CFS) Normal flow depth in pipe = 30.00(In.) Flow top width inside pipe = 32.86(In.) Critical Depth = 29.89(In.) Pipe flow velocity = 8.92(Ft/s) Travel time through pipe = 2.47 min. Time of concentration (TC) = 20.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 51.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 24.338(Ac.) Runoff from this stream = 61.013(CFS) Time of concentration = 20.45 min. Rainfall intensity = 2.575(In/HOr0929(In/Hr) Area averaged loss rate (Fin) _ = 0,1000 Area averaged Pervious ratio (AP) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Z204 Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** 'r COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1093.600(Ft.) Bottom (of initial area) elevation = 1085.400(Ft.) Difference in elevation = 8.200(Ft.) Slope = 0.00820 s(%)= 0.82 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.592 min. Rainfall intensity = 3.445(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 16.688(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** °""` Top of street segment elevation = 1085.400(Ft.) End of street segment elevation = 1078.300(Ft.) k, Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 25.791(CFS) Depth of flow = 0.484(Ft.), Average velocity = 3.338(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.474(Ft.) Flow velocity = 3.34(Ft/s) Travel time = 3.50 min. TC = 16.09 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.073(In/Hr) = 0.1000 Max loss rate(Fm)= +�• Pervious ratio(Ap) Rainfall intensity = 2.974(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.878 Subarea runoff = 13.332(CFS) for 6.000(Ac.) Total runoff = 30.020(CFS) Effective area this stream = 11.50(Ac•)36.50(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 30.020(CFS) Half street flow at end of street = 15.010(CFS) Depth of flow = 0.505(Ft.), Average velocity = 3.509(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.500(Ac.) Runoff from this stream = 30.020(CFS) Time of concentration = 16.09 min. Rainfall intensity = 2.974(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 61.013 20.45 2.575 2 30.020 16.09 2.974 Qmax(1) _ 1.000 * 1.000 * 61.013) + 0.863 * 1.000 * 30.020) + = 86.909 Qmax(2) _ 1.161 * 0.787 * 61.013) + 1.000 * 1.000 * 30.020) + = 85.732 Total of 2 streams to confluence: Flow rates before confluence point: 61.013 30.020 Maximum flow rates at confluence using above data: 86.909 85.732 Area of streams before confluence: 24.338 11.500 Effective area values after confluence: 35.838 30.649 Results of confluence: Total flow rate = 86.909(CFS) Time of concentration = 20.447 min. Effective stream area after confluence = 35.838(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.087(In/Hr) Study area (this main stream) = 35.84(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 51.000 to Point/Station 55.000 Process from Point/Station **** **** PIPEFLOW TRAVEL TIME (User specified size) -On" Upstream point/station elevation = 1071.300(Ft.) yam,, Downstream point/station elevation = 1062.400(Ft.) Pipe length = 900.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 86.909(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 86.909(CFS) Normal flow depth in pipe = 30.28(In.) Flow top width inside pipe = 37.68(In.) Critical Depth = 34.81(In.) Pipe flow velocity = 11.71(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 21.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 35.838(Ac.) Runoff from this stream = 86.909(CFS) Time of concentration = 21.73 min. Rainfall intensity = 2.483(In/Hr) Area averaged loss rate (Fm) = 0.0866(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.073(In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1080.000(Ft.) Bottom (of initial area) elevation = 1073.700(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00630 s(%)= 0.63 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.274 min. Rainfall intensity = 3.337(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 13.220(CFS) 4.500(Ac.) Total initial stream area = Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station* 111.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1073.700(Ft.) mow° End of street segment elevation = 1069.400(Ft.) 2 Zo` AIM•. Length of street segment = 350.000(Ft.) Height of curb above gutter flowline 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.095(CFS) Depth of flow = 0.429(Ft.), Average velocity = 3.331(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.718(Ft.) Flow velocity = 3.33(Ft/s) Travel time = 1.75 min. TC = 15.03 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 3.098(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.879 „w Subarea runoff = 9.921(CFS) for 4.000(Ac.) Total runoff = 23.141(CFS) Effective area this stream = 8.50(Ac.) Total Study Area (Main Stream No. 1) = 45.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 23.141(CFS) Half street flow at end of street = 11.570(CFS) Depth of flow = 0.455(Ft.), Average velocity = 3.493(Ft/s) Flow width (from curb towards crown)= 18.004(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 111.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.500(Ac.) Runoff from this stream = 23.141(CFS) Time of concentration = 15.03 min. Rainfall intensity = 3.098(In/Or0734(In/Hr) Area averaged loss rate (Fm) _ Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 126.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type , Decimal fraction soil group A = 0.000 9Z(( Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.073(In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1093.200(Ft.) Bottom (of initial area) elevation = 1085.300(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.00790 s(%)= 0.79 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.687 min. Rainfall intensity = 3.429(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 16.612(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.000 to Point/Station * 127.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1085.300(Ft.) End of street segment elevation = 1076.300(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) 18.500(Ft.) Distance from crown to crossfall grade break = ,r Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000020•) Slope from curb to property line (v/hz) _ Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 midpoint of street = 34.734(CFS) Estimated mean flow rate at flow = 0.526(Ft.), Average velocity = 3.702(Ft/s) Depth of Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.70(Ft/s) Travel time = 4.05 min. TC = 16.74 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.073(In/Hr) 0.1000 Max loss rate(Fm)= Pervious ratio(Ap) = Rainfall intensity = 2.904(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 �r•. Subarea runoff = 27.970(CFS) for 12.000(Ac.) Total runoff = 44.582(CFS) 2211 Effective area this stream = 17.50(Ac.) Total Study Area (Main Stream No. 1) = 62.50(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 44.582(CFS) Half street flow at end of street = 22.291(CFS) Depth of flow = 0.564(Ft.), Average velocity = 4.088(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 127.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1069.300(Ft.) Downstream point/station elevation = 1046.500(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 44.582(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 44.582(CFS) Normal flow depth in pipe = 18.84(In.) Flow top width inside pipe = 29.00(In.) Critical Depth = 26.60(In.) Pipe flow velocity = 13.73(Ft/s) Travel time through pipe = 1.21 min. Time of concentration (TC) = 17.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 CONFLUENCE OF MINOR STREAMS **** �rrr Along Main Stream number: 1 in normal stream number 3 Stream flow area = 17.500(Ac.) Runoff from this stream = 44.582(CFS) Time of concentration = 17.95 min. Rainfall intensity = 2.785(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 129.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1078.300(Ft.) Bottom (of initial area) elevation = 1069.400(Ft.) Difference in elevation = 8.900(Ft.) Slope = 0.00890 s(%)= 0.89 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 400""' Initial area time of concentration = 12.388 min. +1%"W. Rainfall intensity = 3.479(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 27.584(CFS) yam, Total initial stream area = 9.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 129.000 to Point/Station 129.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 9.000(Ac.) Runoff from this stream = 27.584(CFS) Time of concentration = 12.39 min. Rainfall intensity = 3.479(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.16 Pervious ratio(Ap) = 0.1380 Max loss rate(Fm)= 0.101(In/Hr) Rainfall intensity = 2.725(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 18.61 min. Rain intensity = 2.73(In/Hr) Total area this stream = 60.25(Ac.) Total Study Area (Main Stream No. 1) = 131.75(Ac.) Total runoff = 156.97(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 5 Stream flow area = 60.250(Ac.) Runoff from this stream = 156.970(CFS) Time of concentration = 18.61 min. Rainfall intensity = 2.725(In/Hr) Area averaged loss rate (Fm) = 0.1010(In/Hr) Area averaged Pervious ratio (Ap) = 0.1380 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 86.909 21.73 2 23.141 15.03 3 44.582 17.95 4 27.584 12.39 5 156.970 18.61 Qmax(1) _ 1.000 * 1.000 * 0.797 * 1.000 * Rainfall Intensity (In/Hr) 2.483 3.098 2.785 3.479 2.725 86.909) + 23.141) + ZZ13 0.889 * 1.000 * 44.582) + 0.708 * 1.000 * 27.584) + mow✓ 0.908 * 1.000 * 156.970) + = 306.998 Qmax(2) _ 1.257 * 0.692 * 86.909) + 1.000 * 1.000 * 23.141) + 1.116 * 0.837 * 44.582) + 0.888 * 1.000 * 27.584) + 1.142 * 0.807 * 156.970) + = 309.565 Qmax(3) _ 1.126 * 0.826 * 86.909) + 0.896 * 1.000 * 23.141) + 1.000 * 1.000 * 44.582) + 0.796 * 1.000 * 27.584) + 1.023 * 0.965 * 156.970) + = 322.973 Qmax (4 ) _ 1.415 * 0.570 * 86.909) + 1.126 * 0.824 * 23.141) + 1.256 * 0.690 * 44.582) + 1.000 * 1.000 * 27.584) + 1.287 * 0.666 * 156.970) + = 292.338 Qmax(5) _ 1.101 * 0.857 * 86.909) + 0.877 * 1.000 * 23.141) + 0.978 * 1.000 * 44.582) + 0.779 * 1.000 * 27.584) + 1.000 * 1.000 * 156.970) + = 324.289 Total of 5 streams to confluence: •* Flow rates before confluence point: 86.909 23.141 44.582 27.584 156.970 Maximum flow rates at confluence using above data: 306.998 309.565 322.973 292.338 324.289 Area of streams before confluence: 35.838 8.500 17.500 9.000 60.250 Effective area values after confluence: 131.088 105.575 122.731 88.622 125.946 Results of confluence: Total flow rate = 324.289(CFS) Time of concentration = 18.610 min. Effective stream area after confluence = 125.946(Ac.) Stream Area average Pervious fraction(Ap) = 0.117 Stream Area average soil loss rate(Fm) = 0.090(In/Hr) Study area (this main stream) = 131.09(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1046.500(Ft.) Downstream point/station elevation = 1043.300(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 324.289(CFS) Given pipe size = 81.00(In.) Calculated individual pipe flow = 324.289(CFS) Normal flow depth in pipe = 65.63(In.) Flow top width inside pipe = 63.53(In.) 00M. Critical Depth = 57.46(In.) Pipe flow velocity = 10.45(Ft/s) % w✓ Travel time through pipe = 1.60 min. 10 N Time of concentration (TC) = 20.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 125.946(Ac.) Runoff from this stream = 324.289(CFS) Time of concentration = 20.21 min. Rainfall intensity = 2.594(In/Hr) Area averaged loss rate (Fm) = 0.0897(In/Hr) Area averaged Pervious ratio (Ap) = 0.1175 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 131.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1092.200(Ft.) Bottom (of initial area) elevation = 1084.100(Ft.) Difference in elevation = 8.100(Ft.) Slope = 0.00810 s(%)= 0.81 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 0.073(In/Hr) Initial area time of concentration = 12.623 min. Rainfall intensity = 3.440(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 16.663(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 131.000 to Point/Station 132.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1084.100(Ft.) End of street segment elevation = 1075.000(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 22W ;M5 Manning's N from gutter to grade break = 0.0150 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1068.000(Ft.) Downstream point/station elevation = 1043.300(Ft.) Pipe length = 1100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 44.716(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 44.716(CFS) Normal flow depth in pipe = 18.98(In.) Flow top width inside pipe = 28.92(In.) Critical Depth = 26.65(In.) Pipe flow velocity = 13.66(Ft/s) Travel time through pipe = 1.34 min. Time of concentration (TC) = 18.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.500(Ac.) Runoff from this stream = 44.716(CFS) Time of concentration = 18.00 min. ,,, Rainfall intensity = 2.780(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) 14ftwwe Area averaged Pervious ratio (Ap) = 0.1000 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 34.841(CFS) Depth of flow = 0.526(Ft.), Average velocity = 3.719(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.72(Ft/s) Travel time = 4.03 min. TC = 16.66 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.913(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 Subarea runoff = 28.053(CFS) for 12.000(Ac.) Total runoff = 44.716(CFS) Effective area this stream = 17.50(Ac.) Total Study Area (Main Stream No. 1) = 149.25(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 44.716(CFS) Half street flow at end of street = 22.358(CFS) Depth of flow = 0.564(Ft.), Average velocity = 4.106(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 56.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1068.000(Ft.) Downstream point/station elevation = 1043.300(Ft.) Pipe length = 1100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 44.716(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 44.716(CFS) Normal flow depth in pipe = 18.98(In.) Flow top width inside pipe = 28.92(In.) Critical Depth = 26.65(In.) Pipe flow velocity = 13.66(Ft/s) Travel time through pipe = 1.34 min. Time of concentration (TC) = 18.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 56.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.500(Ac.) Runoff from this stream = 44.716(CFS) Time of concentration = 18.00 min. ,,, Rainfall intensity = 2.780(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) 14ftwwe Area averaged Pervious ratio (Ap) = 0.1000 221(. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 133.000 to Point/Station 134.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1076.300(Ft.) Bottom (of initial area) elevation = 1070.900(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00540 s(%)= 0.54 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 13.690 min. Rainfall intensity = 3.276(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 15.855(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 134.000 to Point/Station 135.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1070.900(Ft.) End of street segment elevation = 1064.100(Ft.) Length of street segment = 800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 47.564(CFS) Depth of flow = 0.589(Ft.), Average velocity = 3.993(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.99(Ft/s) Travel time = 3.34 min. TC = 17.03 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 2-217 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.874(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 Subarea runoff = 53.466(CFS) for 22.000(Ac.) Total runoff = 69.320(CFS) Effective area this stream = 27.50(Ac.) Total Study Area (Main Stream No. 1) = 176.75(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 69.320(CFS) Half street flow at end of street = 34.660(CFS) Depth of flow = 0.665(Ft.), Average velocity = 4.636(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 135.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 27.500(Ac.) Runoff from this stream = 69.320(CFS) Time of concentration = 17.03 min. Rainfall intensity = 2.874(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 324.289 2 44.716 3 69.320 Qmax(1) _ 1.000 * 0.931 * 0.900 * Qmax(2) Qmax(3) 1.074 * 1.000 * 0.966 * 1.112 * 1.035 * 1.000 * 20.21 18.00 17.03 1.000 * 1.000 * 1.000 * 0.891 * 1.000 * 1.000 * 0.843 * 0.946 * 1.000 * Rainfall Intensity (In/Hr) 2.594 2.780 2.874 324.289) + 44.716) + 69.320) + _ 324.289) + 44.716) + 69.320) + _ 324.289) + 44.716) + 69.320) + _ CY.I:IIcZi�1 422.086 416.996 Total of 3 streams to confluence: Flow rates before confluence point: 324.289 44.716 69.320 Maximum flow rates at confluence using above data: 428.309 422.086 416.996 Area of streams before confluence: 125.946 17.500 27.500 Effective area values after confluence: 170.946 157.195 150.202 Results of confluence: 2218 9%,, Total flow rate = 428.309(CFS) Time of concentration = 20.205 min. N%NW Effective stream area after confluence = 170.946(Ac.) Stream Area average Pervious fraction(Ap) = 0.113 Stream Area average soil loss rate(Fm) = 0.085(In/Hr) Study area (this main stream) = 170.95(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1043.300(Ft.) Downstream point/station elevation = 1041.300(Ft.) Pipe length = 640.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 428.309(CFS) Given pipe size = 84.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.761(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.876(Ft.) Minor friction loss = 2.885(Ft.) K -factor = 1.50 Pipe flow velocity = 11.13(Ft/s) Travel time through pipe = 0.96 min. Time of concentration (TC) = 21.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 170.946(Ac.) Runoff from this stream = 428.309(CFS) Time of concentration = 21.16 min. Rainfall intensity = 2.523(In/Hr) Area averaged loss rate (Fm) = 0.0854(In/Hr) Area averaged Pervious ratio (Ap) = 0.1129 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 136.000 to Point/Station 137.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1091.600(Ft.) Bottom (of initial area) elevation = 1086.600(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm *awl Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 2211 Subarea runoff = 15.705(CFS) Total initial stream area = 5.500(Ac.) �✓ Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 137.000 to Point/Station 138.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1086.600(Ft.) End of street segment elevation = 1074.600(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 31.411(CFS) Depth of flow = 0.491(Ft.), Average velocity = 3.926(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.822(Ft.) Flow velocity = 3.93(Ft/s) *ftpe Travel time = 3.71 min. TC = 17.62 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.816(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 Subarea runoff = 25.026(CFS) for 11.000(Ac.) Total runoff = 40.731(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 193.25(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 40.731(CFS) Half street flow at end of street = 20.366(CFS) Depth of flow = 0.526(Ft.), Average velocity = 4.338(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 138.000 to Point/Station 57.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1067.600(Ft.) Downstream point/station elevation = 1041.300(Ft.) 2220 Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 40.731(CFS) ayeWI Given pipe size = 30.00(In.) Calculated individual pipe flow = 40.731(CFS) Normal flow depth in pipe = 18.56(In.) Flow top width inside pipe = 29.14(In.) Critical Depth = 25.73(In.) Pipe flow velocity = 12.78(Ft/s) Travel time through pipe = 1.72 min. Time of concentration (TC) = 19.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 57.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.500(Ac.) Runoff from this stream = 40.731(CFS) Time of concentration = 19.34 min. Rainfall intensity = 2.663(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 139.000 to Point/Station 140.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1074.700(Ft.) Bottom (of initial area) elevation = 1069.700(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 15.705(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 141.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1069.700(Ft.) End of street segment elevation = 1065.300(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline 8.0(In.) ',,. Width of half street (curb to crown) = 20.000(Ft.) zzzt Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 NOW, Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.563(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.89(Ft/s) Travel time = 5.04 min. TC = 18.95 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 f soil(AMC 2) = 56.00 31.411(CFS) 2.891(Ft/s) SCS curve number or 0.073(In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Rainfall intensity = 2.696(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.875 Subarea runoff = 23.240(CFS) for 11.000(Ac.) Total runoff = 38.945(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 209.75(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 38.945(CFS) Half street flow at end of street = 19.473(CFS) Depth of flow = 0.601(Ft.), Average velocity = 3.149(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 141.000 to Point/Station 141.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 16.500(Ac.) Runoff from this stream = 38.945(CFS) Time of concentration = 18.95 min. Rainfall intensity = 2.696(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 428.309 21.16 2.523 2 40.731 19.34 2.663 wr 3 38.945 18.95 2,696 Qmax(1) = Am- 1.000 * 1.000 * 428.309) + 0.946 * 1.000 * 40.731) + 0.934 * 1.000 * 38.945) + = 503.207 Qmax(2) = 1.058 * 0.914 * 428.309) + 1.000 * 1.000 * 40.731) + 0.987 * 1.000 * 38.945) + = 493.084 Qmax(3) = 1.071 * 0.895 * 428.309) + 1.013 * 0.980 * 40.731) + 1.000 * 1.000 * 38.945) + = 490.038 Total of 3 streams to confluence: Flow rates before confluence point: 428.309 40.731 38.945 Maximum flow rates at confluence using above data: 503.207 493.084 490.038 Area of streams before confluence: 170.946 16.500 16.500 Effective area values after confluence: 203.946 189.206 185.698 Results of confluence: Total flow rate = 503.207(CFS) Time of concentration = 21.164 min. Effective stream area after confluence = 203.946(Ac.) Stream Area average Pervious fraction(Ap) = 0.111 Stream Area average soil loss rate(Fm) = 0.083(In/Hr) Study area (this main stream) = 203.95(Ac.) N%W++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 63.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1041.300(Ft.) Downstream point/station elevation = 1039.500(Ft.) Pipe length = 560.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 503.207(CFS) Given pipe size = 92.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.106(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.138(Ft.) Minor friction loss = 2.768(Ft.) K -factor = 1.50 Pipe flow velocity = 10.90(Ft/s) Travel time through pipe = 0.86 min. Time of concentration (TC) = 22.02 min. End of computations, Total Study Area = 209.75 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.111 Area averaged SCS curve number = 53.8 8 2za2 2306 IN)F "DZ -1 H 2301 San Bernardino County Rational Hydrology Program �wr (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/05/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -1 HYDROLOGY 100 YEAR STORM JN 04339 ----------------------------------------------------------- Hall & Forman, Inc. - SIN 950 ----------------------------------------------------------- ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1068.100(Ft.) Bottom (of initial area) elevation = 1063.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 14.278(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** �. Top of street segment elevation = 1063.100(Ft.) End of street segment elevation = 1060.000(Ft.) Length of street segment = 620.000(Ft.) 2302 Height of curb above gutter flowline = 8.0(In.) w.✓ Width of half street (curb to crown) = 42.000(Ft. Distance from crown to crossfall grade break = 40 Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.759(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 33.194(Ft.) Flow velocity = 3.10(Ft/s) Travel time = 3.34 min. TC = 17.24 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 500(Ft.) 34.980(CFS) 3.095(Ft/s) 4.61(Ft.) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.853(In/Hr) for a 100.0 year storm :rrr� Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 Subarea runoff = 34.503(CFS) for 14.500(Ac.) Total runoff = 48.781(CFS) Effective area this stream = 19.50(Ac.) Total Study Area (Main Stream No. 1) = 19.50(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 48.781(CFS) Half street flow at end of street = 48.781(CFS) Depth of flow = 0.846(Ft.,), Average velocity = 3.259(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.96(Ft.) Flow width (from curb towards crown)= 37.545(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 65.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1055.000(Ft.) Downstream point/station elevation = 1051.700(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 48.781(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 48.781(CFS) Normal flow depth in pipe = 30.75(In.) Flow top width inside pipe = 25.41(In.) Critical Depth = 27.28(In.) Pipe flow velocity = 7.58(Ft/s) Travel time through pipe = 1.45 min. Time of concentration (TC) = 18.69 min. 2 303 s�-- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 65.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 19.500(Ac.) Runoff from this stream = 48.781(CFS) Time of concentration = 18.69 min. Rainfall intensity = 2.718(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1064.500(Ft.) low,, Bottom (of initial area) elevation = 1060.000(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00450 s(%)= 0.45 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.168 min. Rainfall intensity = 2.765(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.781 Subarea runoff = 17.263(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 17.263(CFS) Time of concentration = 18.17 min. Rainfall intensity = 2.765(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 48.781 18.69 2.718 2 17.263 18.17 2.765 2304 Qmax(1) _ Qmax(2) _ 1.000 * 1.000 * 48.781) + 0.981 * 1.000 * 17.263) + = 65.708 1.018 * 0.972 * 48.781) + 1.000 * 1.000 * 17.263) + = 65.516 Total of 2 streams to confluence: Flow rates before confluence point: 48.781 17.263 Maximum flow rates at confluence using above data: 65.708 65.516 Area of streams before confluence: 19.500 8.000 Effective area values after confluence: 27.500 26.954 Results of confluence: Total flow rate = 65.708(CFS) Time of concentration = 18.691 min. Effective stream area after confluence = 27.500(Ac.) Stream Area average Pervious fraction(Ap) = 0.216 Stream Area average soil loss rate(Fm) = 0.159(In/Hr) Study area (this main stream) = 27.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 66.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1051.700(Ft.) Downstream point/station elevation = 1048.400(Ft.) �rrr+► Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 65.708(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 65.708(CFS) Normal flow depth in pipe = 28.10(In.) Flow top width inside pipe = 47.29(In.) Critical Depth = 29.36(In.) Pipe flow velocity = 8.60(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 19.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 66.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 27.500(Ac.) Runoff from this stream = 65.708(CFS) Time of concentration = 19.97 min. Rainfall intensity = 2.612(In/Hr) Area averaged loss rate (Fm) = 0.1588(In/Hr) Area averaged Pervious ratio (Ap) = 0.2164 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 306.000 **** INITIAL AREA EVALUATION **** SCHOOL subarea Z3o� AW" Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 �ry�,► Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1062.000(Ft.) Bottom (of initial area) elevation = 1055.400(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00660 s(%)= 0.66 TC = k(0.412)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.823 min. Rainfall intensity = 2.797(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.758 Subarea runoff = 16.965(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 0.600 Initial area Fm value = 0.440(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 306.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 16.965(CFS) ,,,t, Time of concentration = 17.82 min. Rainfall intensity = 2.797(In/Hr) `ern' Area averaged loss rate (Fm) = 0.4404(In/Hr) Area averaged Pervious ratio (Ap) = 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 308.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1070.100(Ft.) Bottom (of initial area) elevation = 1065.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 10.948(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 2306 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 310.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1062.700(Ft.) End of street segment elevation = 1055.400(Ft.) Length of street segment = 1450.000(Ft.) �. Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) ✓ Distance from crown to crossfall grade break = 18.500(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1065.100(Ft.) End of street segment elevation = 1062.700(Ft.) Length of street segment = 650.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.896(CFS) Depth of flow = 0.531(Ft.), Average velocity = 2.283(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.28(Ft/s) Travel time = 4.75 min. TC = 22.54 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.429(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.764 Subarea runoff = 16.896(CFS) for 10.000(Ac.) Total runoff = 27.843(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 50.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 27.843(CFS) Half street flow at end of street = 13.922(CFS) Depth of flow = 0.569(Ft.), Average velocity = 2.511(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 310.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1062.700(Ft.) End of street segment elevation = 1055.400(Ft.) Length of street segment = 1450.000(Ft.) �. Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) ✓ Distance from crown to crossfall grade break = 18.500(Ft.) Z 307 -M., Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.614(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.24(Ft/s) Travel time = 7.46 min. TC = 30.00 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 41.765(CFS) 3.238(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.046(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.739 Subarea runoff = 17.498(CFS) for 15.000(Ac.) 400". Total runoff = 45.342(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 65.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 45.342(CFS) Half street flow at end of street = 22.671(CFS) Depth of flow = 0.630(Ft.), Average velocity = 3.345(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 310.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 30.000(Ac.) Runoff from this stream = 45.342(CFS) Time of concentration = 30.00 min. Rainfall intensity = 2.046(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 65.708 19.97 2.612 ,AM- 2 16.965 17.82 2.797 *Moe 3 45.342 30.00 2.046 Qmax(1) _ 2306 1.000 * 1.000 * 65.708) + 0.922 * 1.000 * 16.965) + 1.337 * 0.666 * 45.342) + = 121.700 Qmax(2) = 1.075 * 0.892 * 65.708) + 1.000 * 1.000 * 16.965) + 1.447 * 0.594 * 45.342) + = 118.995 Qmax(3) = 0.769 * 1.000 * 65.708) + 0.682 * 1.000 * 16.965) + 1.000 * 1.000 * 45.342) + = 107.459 Total of 3 streams to confluence: Flow rates before confluence point: 65.708 16.965 45.342 Maximum flow rates at confluence using above data: 121.700 118.995 107.459 Area of streams before confluence: 27.500 8.000 30.000 Effective area values after confluence: 55.472 50.368 65.500 Results of confluence: Total flow rate = 121.700(CFS) Time of concentration = 19.971 min. Effective stream area after confluence = 55.472(Ac.) Stream Area average Pervious fraction(Ap) = 0.393 Stream Area average soil loss rate(Fm) = 0.289(In/Hr) Study area (this main stream) = 65.50(Ac.) .Aff.- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ` Process from Point/Station 66.000 to Point/Station 67.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1048.400(Ft.) Downstream point/station elevation = 1044.600(Ft.) Pipe length = 760.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 121.700(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 121.700(CFS) Normal flow depth in pipe = 39.14(In.) Flow top width inside pipe = 48.23(In.) Critical Depth = 38.94(In.) Pipe flow velocity = 9.86(Ft/s) Travel time through pipe = 1.28 min. Time of concentration (TC) = 21.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 67.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 55.472(Ac.) Runoff from this stream = 121.700(CFS) Time of concentration = 21.26 min. Rainfall intensity = 2.516(In/Hr) Area averaged loss rate (Fm) = 0.2885(In/Hr) Area averaged Pervious ratio (Ap) = 0.3931 E301 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 312.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1062.400(Ft.) Bottom (of initial area) elevation = 1057.400(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 17.517(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 313.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1057.400(Ft.) End of street segment elevation = 1052.600(Ft.) Length of street segment = 960.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 26.275(CFS) Depth of flow = 0.536(Ft.), Average velocity = 2.689(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.69(Ft/s) Travel time = 5.95 min. TC = 23.74 min. Adding area flow to street SCHOOL subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 ?-3140 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In/Hr) Rainfall intensity = 2.355(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.746 Subarea runoff = 10.579(CFS) for 8.000(Ac.) Total runoff = 28.095(CFS) Effective area this stream = 16.00(Ac.) Total Study Area (Main Stream No. 1) = 81.50(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 28.095(CFS) Half street flow at end of street = 14.048(CFS) Depth of flow = 0.546(Ft.), Average velocity = 2.761(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.000(Ac.) Runoff from this stream = 28.095(CFS) Time of concentration = 23.74 min. Rainfall intensity = 2.355(In/Hr) Area averaged loss rate (Fm) = 0.4037(In/Hr) Area averaged Pervious ratio (Ap) = 0.5500 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 121.700 21.26 2.516 2 28.095 23.74 2.355 Qmax(1) _ 1.000 * 1.000 * 121.700) + 1.083 * 0.895 * 28.095) + = 148.937 Qmax(2) _ 0.928 * 1.000 * 121.700) + 1.000 * 1.000 * 28.095) + = 140.976 Total of 2 streams to confluence: Flow rates before confluence point: 121.700 28.095 Maximum flow rates at confluence using above data: 148.937 140.976 Area of streams before confluence: 55.472 16.000 Effective area values after confluence: 69.798 71.472 Results of confluence: Total flow rate = 148.937(CFS) Time of concentration = 21.256 min. Effective stream area after confluence = 69.798(Ac.) Stream Area average Pervious fraction(Ap) = 0.428 Stream Area average soil loss rate(Fm) = 0.314(In/Hr) Study area (this main stream) = 71.47(Ac.) :r•++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 2311 Process from Point/Station 67.000 to Point/Station 68.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1044.600(Ft.) Downstream point/station elevation = 1040.800(Ft.) Pipe length = 760.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 148.937(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 148.937(CFS) Normal flow depth in pipe = 40.92(In.) Flow top width inside pipe = 55.88(In.) Critical Depth = 41.95(In.) Pipe flow velocity = 10.44(Ft/s) Travel time through pipe = 1.21 min. Time of concentration (TC) = 22.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 68.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 69.798(Ac.) Total study area this main stream = 81.500(Ac.) Runoff from this stream = 148.937(CFS) Time of concentration = 22.47 min. Rainfall intensity = 2.434(In/Hr) Area averaged loss rate (Fm) = 0.3143(In/Hr) Area averaged Pervious ratio (Ap) = 0.4282 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1079.500(Ft.) Bottom (of initial area) elevation = 1074.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 10.948(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) '°ftw ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 318.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1074.500(Ft.) End of street segment elevation = 1069.500(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.254(CFS) Depth of flow = 0.500(Ft.), Average velocity = 2.425(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.42(Ft/s) Travel time = 6.87 min. TC = 24.66 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.301(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.756 Subarea runoff = 12.556(CFS) for 8.500(Ac.) Total runoff = 23.504(CFS) Effective area this stream = 13.50(Ac.) Total Study Area (Main Stream No. 2) = 13.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 23.504(CFS) Half street flow at end of street = 11.752(CFS) Depth of flow = 0.520(Ft.), Average velocity = 2.572(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 13.500(Ac.) Runoff from this stream = 23.504(CFS) Time of concentration = 24.66 min. Rainfall intensity = 2.301(In/Hr) 100*4 Area averaged loss rate (Fm) = 0.3670(In/Hr) lvftw Area averaged Pervious ratio (Ap) = 0.5000 n. .. w _ 231; ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ °'ww✓ Process from Point/Station 316.000 to Point/Station 317.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1079.500(Ft.) Bottom (of initial area) elevation = 1074.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 10.948(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ,..� Process from Point/Station 317.000 to Point/Station 318.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1074.500(Ft.) End of street segment elevation = 1069.500(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 20.801(CFS) Depth of flow = 0.504(Ft.), Average velocity = 2.451(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.45(Ft/s) Travel time = 6.80 min. TC = 24.59 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 0 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.305(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.757 Subarea runoff = 13.478(CFS) for 9.000(Ac.) Total runoff = 24.425(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 2) = 27.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 24.425(CFS) Half street flow at end of street = 12.213(CFS) Depth of flow = 0.525(Ft.), Average velocity = 2.612(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 14.000(Ac.) Runoff from this stream = 24.425(CFS) Time of concentration = 24.59 min. Rainfall intensity = 2.305(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 23.504 24.66 2.301 2 24.425 24.59 2.305 Qmax(1) _ 1.000 * 1.000 * 23.504) + 0.998 * 1.000 * 24.425) + = 47.878 Qmax (2 ) _ 1.002 * 0.997 * 23.504) + 1.000 * 1.000 * 24.425) + = 47.909 Total of 2 streams to confluence: Flow rates before confluence point: 23.504 24.425 Maximum flow rates at confluence using above data: 47.878 47.909 Area of streams before confluence: 13.500 14.000 Effective area values after confluence: 27.500 27.460 Results of confluence: Total flow rate = 47.909(CFS) Time of concentration = 24.590 min. Effective stream area after confluence = 27.460(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Study area (this main stream) = 27.50(Ac.) 2 514 2311 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 319.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1069.500(Ft.) End of street segment elevation = 1063.000(Ft.) Length of street segment = 1300.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 64.048(CFS) Depth of flow = 0.729(Ft.), Average velocity = 3.622(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.10(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.62(Ft/s) Travel time = 5.98 min. TC = 30.57 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.023(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.737 Subarea runoff = 20.598(CFS) for 18.500(Ac.) Total runoff = 68.507(CFS) Effective area this stream = 45.96(Ac.) Total Study Area (Main Stream No. 2) = 46.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 68.507(CFS) Half street flow at end of street = 34.254(CFS) Depth of flow = 0.751(Ft.), Average velocity = 3.652(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.24(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 68.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1054.800(Ft.) Downstream point/station elevation = 1041.800(Ft.) Pipe length = 900.00(Ft.) Manning's N = 0.013 251 No. of pipes = 1 Required pipe flow = 68.507(CFS) Given pipe size = 48.00(In.) ✓ Calculated individual pipe flow = 68.507(CFS) Normal flow depth in pipe = 21.02(In.) Flow top width inside pipe = 47.63(In.) Critical Depth = 30.00(In.) Pipe flow velocity = 12.95(Ft/s) Travel time through pipe = 1.16 min. Time of concentration (TC) = 31.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 68.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 45.960(Ac.) Total study area this main stream = 46.000(Ac.) Runoff from this stream = 68.507(CFS) Time of concentration = 31.73 min. Rainfall intensity = 1.979(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 148.937 22.47 2 68.507 31.73 Qmax(1) _ 1.000 * 1.000 * 1.282 * 0.708 * Qmax(2) _ Rainfall Intensity (In/Hr) 2.434 1.979 148.937) + 68.507) + = 211.152 0.785 * 1.000 * 148.937) + 1.000 * 1.000 * 68.507) + = 185.454 Total of 2 main streams to confluence: Flow rates before confluence point: 149.937 69.507 Maximum flow rates at confluence using above data: 211.152 185.454 Effective Area of streams before confluence: 69.798 45.960 Effective area values after confluence: 102.343 115.758 Results of confluence: Total flow rate = 211.152(CFS) Time of concentration = 22.469 min. Effective stream area after confluence = 102.343(Ac.) Stream Area average Pervious fraction(Ap) = 0.457 Stream Area average soil loss rate(Fm) = 0.335(In/Hr) Steam effective area = 115.76(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ �Mwrr` Process from Point/Station 68.000 to Point/Station 68.000 N N **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 102.343(Ac.) Runoff from this stream = 211.152(CFS) Time of concentration = 22.47 min. Rainfall intensity = 2.434(In/Hr) Area averaged loss rate (Fm) = 0.3352(In/Hr) Area averaged Pervious ratio (Ap) = 0.4567 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 321.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1057.100(Ft.) Bottom (of initial area) elevation = 1052.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 14.232(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) year storm is C = 0.782 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 321.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.500(Ac.) Runoff from this stream = 14.232(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.800(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 323.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 231; 231E Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367 (In/Hr) Initial subarea data: err►' Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1057.100(Ft.) Bottom (of initial area) elevation = 1052.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 10.948(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 323.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 5.000(Ac.) Runoff from this stream = 10.948(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.800(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 211.152 22.47 2.434 2 14.232 17.79 2.800 3 10.948 17.79 2.800 Qmax(1) _ 1.000 * 1.000 * 211.152) + 0.850 * 1.000 * 14.232) + 0.850 * 1.000 * 10.948) + = 232.543 Qmax(2) _ 1.174 * 0.792 * 211.152) + 1.000 * 1.000 * 14.232) + 1.000 * 1.000 * 10.948) + = 221.517 Qmax(3) _ 1.174 * 0.792 * 211.152) + 1.000 * 1.000 * 14.232) + 1.000 * 1.000 * 10.948) + = 221.517 Total of 3 streams to confluence: Flow rates before confluence point: 211.152 14.232 10.948 Maximum flow rates at confluence using above data: 232.543 221.517 221.517 Area of streams before confluence: 102.343 6.500 5.000 Effective area values after confluence: ,..�, 113.843 92.528 92.528 Results of confluence: `"' Total flow rate = 232.543(CFS) �+ Time of concentration = 22.469 min. Effective stream area after confluence = 113.843(Ac.) 'www Stream Area average Pervious fraction(Ap) = 0.461 Stream Area average soil loss rate(Fm) = 0.338(In/Hr) Study area (this main stream) = 113.84(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 69.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1040.800(Ft.) Downstream point/station elevation = 1038.800(Ft.) Pipe length = 400.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 232.543(CFS) Given pipe size = 84.00(In.) Calculated individual pipe flow = 232.543(CFS) Normal flow depth in pipe = 42.75(In.) Flow top width inside pipe = 83.99(In.) Critical Depth = 47.84(In.) Pipe flow velocity = 11.83(Ft/s) Travel time through pipe = 0.56 min. Time of concentration (TC) = 23.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.000 to Point/Station 69.000 **** CONFLUENCE OF MINOR STREAMS **** „�.., Along Main Stream number: 1 in normal stream number 1 Stream flow area = 113.843(Ac.) Runoff from this stream = 232.543(CFS) Time of concentration = 23.03 min. Rainfall intensity = 2.398(In/Hr) Area averaged loss rate (Fm) = 0.3384(In/Hr) Area averaged Pervious ratio (Ap) = 0.4611 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1055.000(Ft.) Bottom (of initial area) elevation = 1050.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm .. Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 17.517(CFS) "' Total initial stream area = 8.000(Ac.) IN 8 Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.000(Ac.) Runoff from this stream = 17.517(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.800(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 327.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction -soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1055.000(Ft.) Bottom (of initial area) elevation = 1050.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 15.327(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) year storm is C = 0.782 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/Station 327.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 7.000(Ac.) Runoff from this stream = 15.327(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.800(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 232c 232 mow.. 1 232.543 23.03 2.398 2 17.517 17.79 2.800 3 15.327 17.79 2.800 Qmax(1) _ 1.000 * 1.000 * 232.543) + 0.835 * 1.000 * 17.517) + 0.835 * 1.000 * 15.327) + = 259.960 Qmax(2) _ 1.195 * 0.772 * 232.543) + 1.000 * 1.000 * 17.517) + 1.000 * 1.000 * 15.327) + = 247.506 Qmax(3) _ 1.195 * 0.772 * 232.543) + 1.000 * 1.000 * 17.517) + 1.000 * 1.000 * 15.327) + = 247.506 Total of 3 streams to confluence: Flow rates before confluence point: 232.543 17.517 15.327 Maximum flow rates at confluence using above data: 259.960 247.506 247.506 Area of streams before confluence: 113.843 8.000 7.000 Effective area values after confluence: 128.843 102.926 102.926 Results of confluence: Total flow rate = 259.960(CFS) Time of concentration = 23.033 min. Effective stream area after confluence = 128.843(Ac.) Stream Area average Pervious fraction(Ap) = 0.466 Stream Area average soil loss rate(Fm) = 0.342(In/Hr) Study area (this main stream) = 128.84(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.000 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1038.800(Ft.) Downstream point/station elevation = 1034.600(Ft.) Pipe length = 880.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 259.960(CFS) Given pipe size = 96.00(In.) Calculated individual pipe flow = 259.960(CFS) Normal flow depth in pipe = 42.98(In.) Flow top width inside pipe = 95.47(In.) Critical Depth = 48.68(In.) Pipe flow velocity = 11.94(Ft/s) Travel time through pipe = 1.23 min. Time of concentration (TC) = 24.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 70.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 128.843(Ac.) Runoff from this stream = 259.960(CFS) Time of concentration = 24.26 min. Rainfall intensity = 2.324(In/Hr) 232 Area averaged loss rate (Fm) = 0.3417(In/Hr) Area averaged Pervious ratio (Ap) = 0.4656 �wrr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 329.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1057.800(Ft.) Bottom (of initial area) elevation = 1052.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 10.948(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 329.000 to Point/Station 330.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1052.800(Ft.) End of street segment elevation = 1048.800(Ft.) Length of street segment = 800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 24.085(CFS) Depth of flow = 0.523(Ft.), Average velocity = 2.598(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.60(Ft/s) Travel time = 5.13 min. TC = 22.92 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 232? ... Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.405(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.763 Subarea runoff = 20.230(CFS) for 12.000(Ac.) Total runoff = 31.178(CFS) Effective area this stream = 17.00(Ac.) Total Study Area (Main Stream No. 1) = 89.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 31.178(CFS) Half street flow at end of street = 15.589(CFS) Depth of flow = 0.562(Ft.), Average velocity = 2.878(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 331.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.800(Ft.) End of street segment elevation = 1045.500(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 46.767(CFS) Depth of flow = 0.637(Ft.), Average velocity = 3.380(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.38(Ft/s) Travel time = 3.25 min. TC = 26.18 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.221(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.751 Subarea runoff = 25.543(CFS) for 17.000(Ac.) r Total runoff = 56.721(CFS) Effective area this stream = 34.00(Ac.) 2324 Total Study Area (Main Stream No. 1) = 106.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 56.721(CFS) Half street flow at end of street = 28.361(CFS) Depth of flow = 0.687(Ft.), Average velocity = 3.579(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.02(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1038.600(Ft.) Downstream point/station elevation = 1034.600(Ft.) Pipe length = 800.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 56.721(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 56.721(CFS) Normal flow depth in pipe = 28.36(In.) Flow top width inside pipe = 39.34(In.) Critical Depth = 28.32(In.) Pipe flow velocity = 8.21(Ft/s) Travel time through pipe = 1.62 min. Time of concentration (TC) = 27.80 min. low-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 70.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 34.000(Ac.) Runoff from this stream = 56.721(CFS) Time of concentration = 27.80 min. Rainfall intensity = 2.142(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 333.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1053.200(Ft.) Bottom (of initial area) elevation = 1048.200(Ft.) Difference in elevation = 5.000(Ft.) ,�... Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Z325 100v- Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 1%KV, Subarea runoff = 10.948(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 333.000 to Point/Station 334.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.200(Ft.) End of street segment elevation = 1045.600(Ft.) Length of street segment = 520.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.706(CFS) Depth of flow = 0.497(Ft.), Average velocity = 2.398(Ft/s) Note: depth of flow exceeds top of street crown. `%W Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.40(Ft/s) Travel time = 3.61 min. TC = 21.40 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.506(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.768 Subarea runoff = 14.076(CFS) for 8.000(Ac.) Total runoff = 25.024(CFS) Effective area this stream = 13.00(Ac.) Total Study Area (Main Stream No. 1) = 119.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 25.024(CFS) Half street flow at end of street = 12.512(CFS) Depth of flow = 0.529(Ft.), Average velocity = 2.637(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 334.000 to Point/Station 334.000 �M� **** CONFLUENCE OF MINOR STREAMS **** 23Z Along Main Stream number: 1 in normal stream number 3 Stream flow area = 13.000(Ac.) Runoff from this stream = 25.024(CFS) Time of concentration = 21.40 min. Rainfall intensity = 2.506(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 336.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1053.200(Ft.) Bottom (of initial area) elevation = 1048.200(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 13.137 (CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 337.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.200(Ft.) End of street segment elevation = 1045.600(Ft.) Length of street segment = 520.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 27.370(CFS) Depth of flow = 0.542(Ft.), Average velocity = 2.733(Ft/s) Note: depth of flow exceeds top of street crown. �Mwr+ Streetflow hydraulics at midpoint of street travel: 232 Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.73(Ft/s) Travel time = 3.17 min. TC = 20.96 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.537(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.770 Subarea runoff = 23.976(CFS) for 13.000(Ac.) Total runoff = 37.114(CFS) Effective area this stream = 19.00(Ac.) Total Study Area (Main Stream No. 1) = 138.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 37.114(CFS) Half street flow at end of street = 18.557(CFS) Depth of flow = 0.592(Ft.), Average velocity = 3.084(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 337.000 to Point/Station 337.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 19.000(Ac.) Runoff from this stream = 37.114(CFS) Time of concentration = 20.96 min. Rainfall intensity = 2.537(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 259.960 24.26 2.324 2 56.721 27.80 2.142 3 25.024 21.40 2.506 4 37.114 20.96 2.537 Qmax(1) = 1.000 * 1.000 * 259.960) + 1.103 * 0.873 * 56.721) + 0.915 * 1.000 * 25.024) + 0.902 * 1.000 * 37.114) + = 370.914 Qmax (2 ) = 0.908 * 1.000 * 259.960) + 1.000 * 1.000 * 56.721) + 0.830 * 1.000 * 25.024) + 0.818 * 1.000 * 37.114) + = 343.886 Qmax(3) _ 1.092 * 0.882 * 259.960) + 1.205 * 0.770 * 56.721) + 1.000 * 1.000 * 25.024) + 232 ,0001, 0. 985 * 1.000 * 37.114) + = 364.552 Qmax(4) _ ''%W 1.108 * 0.864 * 259.960) + 1.223 * 0.754 * 56.721) + 1.015 * 0.979 * 25.024) + 1.000 * 1.000 * 37.114) + = 363.017 Total of 4 streams to confluence: Flow rates before confluence point: 259.960 56.721 25.024 37.114 Maximum flow rates at confluence using above data: 370.914 343.886 364.552 363.017 Area of streams before confluence: 128.843 34.000 13.000 19.000 Effective area values after confluence: 190.515 194.843 171.837 168.679 Results of confluence: Total flow rate = 370.914(CFS) Time of concentration = 24.261 min. Effective stream area after confluence = 190.515(Ac.) Stream Area average Pervious fraction(Ap) = 0.477 Stream Area average soil loss rate(Fm) = 0.350(In/Hr) Study area (this main stream) = 194.84(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1034.600(Ft.) Downstream point/station elevation = 1030.600(Ft.) err Pipe length = 800.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 370.914(CFS) Given pipe size = 102.00(In.) Calculated individual pipe flow = 370.914(CFS) Normal flow depth in pipe = 50.34(In.) Flow top width inside pipe = 101.99(In.) Critical Depth = 57.61(In.) Pipe flow velocity = 13.29(Ft/s) Travel time through pipe = 1.00 min. Time of concentration (TC) = 25.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 190.515(Ac.) Runoff from this stream = 370.914(CFS) Time of concentration = 25.26 min. Rainfall intensity = 2.268(In/Hr) Area averaged loss rate (Fm) = 0.3503(In/Hr) Area averaged Pervious ratio (Ap) = 0.4773 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 338.000 to Point/Station 339.000 **** INITIAL AREA EVALUATION **** ✓ COMMERCIAL subarea type 232' Decimal fraction soil group A = 0.000 'o"' Decimal fraction soil group B = 1.000 ,%W Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1056.000(Ft.) Bottom (of initial area) elevation = 1051.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 14.278(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 339.000 to Point/Station 340.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1051.000(Ft.) End of street segment elevation = 1048.600(Ft.) Length of street segment = 480.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 27.128(CFS) Depth of flow = 0.540(Ft.), Average velocity = 2.723(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.72(Ft/s) Travel time = 2.94 min. TC = 16.84 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.893(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 'irrr Subarea runoff = 21.256(CFS) for 9.000(Ac.) 233c Total runoff = 35.533(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 1) = 152.50(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 35.533(CFS) Half street flow at end of street = 17.767(CFS) Depth of flow = 0.585(Ft.), Average velocity = 3.031(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 14.000(Ac.) Runoff from this stream = 35.533(CFS) Time of concentration = 16.84 min. Rainfall intensity = 2.893(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 370.914 25.26 2.268 2 35.533 16.84 2.893 Qmax(1) _ 1.000 * 1.000 * 370.914) + 0.778 * 1.000 * 35.533) + = 398.570 Qmax(2) _ 1.326 * 0.667 * 370.914) + 1.000 * 1.000 * 35.533) + = 363.331 Total of 2 streams to confluence: Flow rates before confluence point: 370.914 35.533 Maximum flow rates at confluence using above data: 398.570 363.331 Area of streams before confluence: 190.515 14.000 Effective area values after confluence: 204.515 140.983 Results of confluence: Total flow rate = 398.570(CFS) Time of concentration = 25.265 min. Effective stream area after confluence = 204.515(Ac.) Stream Area average Pervious fraction(Ap) = 0.451 Stream Area average soil loss rate(Fm) = 0.331(In/Hr) Study area (this main stream) = 204.51(Ac.) End of computations, Total Study Area = 234.00 (Ac The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.450 �Mw✓ Area averaged SCS curve number = 56.0 LIN� 0P3 M m 24-0 046 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/05/05 ------------------------------------------------------------- FONTANA / LINE P3 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ---------------------------------------------------- ---------- ********* Hydrology Study Control Information ********** ------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 410.000 **** INITIAL AREA EVALUATION **** ,,%We UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404 (In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1860.000(Ft.) Bottom (of initial area) elevation = 1460.000(Ft.) Difference in elevation = 400.000(Ft.) Slope = 0.40000 s(%)= 40.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.994 min. Rainfall intensity = 3.957(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.808 Subarea runoff = 23.987(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 411.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ,A.e. Estimated mean flow rate at midpoint of channel = 53.570(CFS) Depth of flow = 0.264(Ft.), Average velocity = 10.027(Ft/s) ******* Irregular Channel Data *********** 24014 ---------------- Information entered for subchannel number 1 : NW, Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 20.00 0.00 3 40.00 0.00 4 60.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 53.571(CFS) ' ' flow top width = 20.527(Ft.) ' ' velocity= 10.027(Ft/s) ' area = 5.343(Sq.Ft) ' Froude number = 3.464 Upstream point elevation = 1460.000(Ft.) Downstream point elevation = 1300.000(Ft.) Flow length = 470.000(Ft.) Travel time = 0.78 min. Time of concentration = 10.78 min. Depth of flow = 0.264(Ft.) Average velocity = 10.027(Ft/s) Total irregular channel flow = 53.570(CFS) Irregular channel normal depth above invert elev. = 0.264(Ft.) Average velocity of channel(s) = 10.027(Ft/s) Sub -Channel No. 1 Critical depth = 0.602(Ft.) ' Critical flow top width = 21.203(Ft.) ' Critical flow velocity= 4.323(Ft/s) 00"- Critical flow area = 12.393(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMO 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404 (In/Hr) Rainfall intensity = 3.782(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.804 Subarea runoff = 55.079(CFS) for 18.500(Ac.) Total runoff = 79.065(CFS) Effective area this stream = 26.00(Ac.) Total Study Area (Main Stream No. 1) = 26.00(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 412.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 109.475(CFS) Depth of flow = 0.487(Ft.), Average velocity = 10.975(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 '" 2 20.00 0.00 240; WN- 3 40.00 0.00 4 60.00 20.00 *ftow Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 109.475(CFS) ' flow top width = 20.974(Ft.) ' velocity= 10.975(Ft/s) ' area = 9.975(Sq.Ft) Froude number = 2.804 Upstream point elevation = 1300.000(Ft.) Downstream point elevation = 1180.000(Ft.) Flow length = 650.000(Ft.) Travel time = 0.99 min. Time of concentration = 11.76 min. Depth of flow = 0.487(Ft.) Average velocity = 10.975(Ft/s) Total irregular channel flow = 109.475(CFS) Irregular channel normal depth above invert elev. = 0.487(Ft.) Average velocity of channel(s) = 10.975(Ft/s) Sub -Channel No. 1 Critical depth = 0.961(Ft.) ' Critical flow top width = 21.922(Ft.) Critical flow velocity= 5.435(Ft/s) ' Critical flow area = 20.142(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.589(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.799 Subarea runoff = 52.797(CFS) for 20.000(Ac.) Total runoff = 131.862(CFS) Effective area this stream = 46.00(Ac.) Total Study Area (Main Stream No. 1) = 46.00(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 77.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1152.000(Ft.) Downstream point/station elevation = 1122.500(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 131.862(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 33.800(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 46.492(Ft.) Minor friction loss = 16.808(Ft.) K -factor = 1.50 a Pipe flow velocity = 26.86(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 12.04 min. IN ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 77.000 to Point/Station 77.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 46.000(Ac.) Runoff from this stream = 131.862(CFS) Time of concentration = 12.04 min. Rainfall intensity = 3.538(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 414.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 1163.300(Ft.) Bottom (of initial area) elevation = 1129.000(Ft.) Difference in elevation = 34.300(Ft.) Slope = 0.06860 s(%)= 6.86 TC = k(0.389)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.985 min. Rainfall intensity = 4.528(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 16.850(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) year storm is C = 0.827 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 414.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.500(Ac.) Runoff from this stream = 16.850(CFS) Time of concentration = 7.98 min. Rainfall intensity = 4.528(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 131.862 12.04 3.538 2 16.850 7.98 4.528 240 � 240 E 0001, Qmax (1) = 1.000 * 1.000 * 131.862) + 1%0" 0.762 * 1.000 * 16.850) + = 144.707 Qmax (2 ) = 1.316 * 0.663 * 131.862) + 1.000 * 1.000 * 16.850) + = 131.877 Total of 2 streams to confluence: Flow rates before confluence point: 131.862 16.850 Maximum flow rates at confluence using above data: 144.707 131.877 Area of streams before confluence: 46.000 4.500 Effective area values after confluence: 50.500 35.003 Results of confluence: Total flow rate = 144.707(CFS) Time of concentration = 12.042 min. Effective stream area after confluence = 50.500(Ac.) Stream Area average Pervious fractionfAp) = 0.955 Stream Area average soil loss rate(Fm) = 0.400(In/Hr) Study area (this main stream) = 50.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 77.000 to Point/Station 78.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1122.500(Ft.) Downstream point/station elevation = 1090.500(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 144.707(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 144.707(CFS) Normal flow depth in pipe = 24.66(In.) Flow top width inside pipe = 37.61(In.) Critical depth could not be calculated. Pipe flow velocity = 26.18(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 12.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 78.000 to Point/Station 78.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 50.500(Ac.) Runoff from this stream = 144.707(CFS) Time of concentration = 12.39 min. Rainfall intensity = 3.478(In/Hr) Area averaged loss rate (Fm) = 0.4003(In/Hr) Area averaged Pervious ratio (Ap) = 0.9554 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 0""`- **** INITIAL AREA EVALUATION **** Nftoe RESIDENTIAL(5 - 7 dwl/acre) 2400 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 1129.000(Ft.) Bottom (of initial area) elevation = 1097.000(Ft.) Difference in elevation = 32.000(Ft.) Slope = 0.05818 s(%)= 5.82 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.573 min. Rainfall intensity = 4.339(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.824 Subarea runoff = 25.021(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 25.021(CFS) Time of concentration = 8.57 min. Rainfall intensity = 4.339(In/Hr) err' Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 418.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 1420.000(Ft.) Bottom (of initial area) elevation = 1120.000(Ft.) Difference in elevation = 300.000(Ft.) Slope = 0.46154 s(%)= 46.15 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.175 min. Rainfall intensity = 4.464(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.819 Subarea runoff = 36.545(CFS) Total initial stream area = 10.000(Ac.) ,. Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) 046-1 ,00-. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ '✓ Process from Point/Station 418.000 to Point/Station 418.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 10.000(Ac.) Runoff from this stream = 36.545(CFS) Time of concentration = 8.17 min. Rainfall intensity = 4.464(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 144.707 12.39 3.478 2 25.021 8.57 4.339 3 36.545 8.17 4.464 Qmax(1) _ 1.000 * 1.000 * 144.707) + 0.783 * 1.000 * 25.021) + 0.757 * 1.000 * 36.545) + = 191.978 Qmax(2) _ 1.280 * 0.692 * 144.707) + 1.000 * 1.000 * 25.021) + 0.969 * 1.000 * 36.545) + = 188.536 «� Qmax(3) = 1.320 * 0.660 * 144.707) + 1.032 * 0.954 * 25.021) + 1.000 * 1.000 * 36.545) + = 187.204 Total of 3 streams to confluence: Flow rates before confluence point: 144.707 25.021 36.545 Maximum flow rates at confluence using above data: 191.978 188.536 187.204 Area of streams before confluence: 50.500 7.000 10.000 Effective area values after confluence: 67.500 51.938 49.990 Results of confluence: Total flow rate = 191.978(CFS) Time of concentration = 12.392 min. Effective stream area after confluence = 67.500(Ac.) Stream Area average Pervious fraction(Ap) = 00397�In/Hr) Stream Area average soil loss rate(Fm) _ Study area (this main stream) = 67.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 78.000 to Point/Station 79.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1090.500(Ft.) Downstream point/station elevation = 1060.200(Ft.) Pipe length = 900.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 191.978(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 191.978(CFS) Normal flow depth in pipe = 30.40(In.) Flow top width inside pipe = 46.26(In.) Critical depth could not be calculated. Pipe flow velocity = 22.88(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 13.05 min. No ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 79.000 to Point/Station 79.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 67.500(Ac.) Runoff from this stream = 191.978(CFS) Time of concentration = 13.05 min. Rainfall intensity = 3.372(In/Hr) Area averaged loss rate (Fm) = 0.3973(In/Hr) Area averaged Pervious ratio (Ap) = 0.9148 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 420.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1850.000(Ft.) Bottom (of initial area) elevation = 1320.000(Ft.) Difference in elevation = 530.000(Ft.) Slope = 0.53000 s(%)= 53.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.447 min. Rainfall intensity = 4.093(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.811 Subarea runoff = 31.545(CFS) Total initial stream area = 9.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 421.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 47.318(CFS) Depth of flow = 0.963(Ft.), Average velocity = 13.595(Ft/s) ******* Irregular Channel Data *********** ---------------------------------- Information entered for subchannel Point number 'X' coordinate 1 0.00 2 100.00 number 1 : 'Y' coordinate 20.00 0.00 2 44 3 150.00 20.00 Manning's 'N' friction factor = 0.035 kyr., ----------------------------------------------------------------- Sub-Channel flow = 47.318(CFS) ' I flow top width = 7.225(Ft.) ' ' velocity= 13.595(Ft/s) ' ' area = 3.480(Sq.Ft) ' Froude number = 3.452 Upstream point elevation = 1320.000(Ft.) Downstream point elevation = 1140.000(Ft.) Flow length = 630.000(Ft.) Travel time = 0.77 min. Time of concentration = 10.22 min. Depth of flow = 0.963(Ft.) Average velocity = 13.595(Ft/s) Total irregular channel flow = 47.318(CFS) Irregular channel normal depth above invert elev. = 0.963(Ft.) Average velocity of channel(s) = 13.595(Ft/s) Sub -Channel No. 1 Critical depth = 1.578(Ft.) ' Critical flow top width = 11.836(Ft.) ' Critical flow velocity= 5.067(Ft/s) Critical flow area = 9.339(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 ,., Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.807 Subarea runoff = 28.322(CFS) for 9.500(Ac.) Total runoff = 59.867(CFS) Effective area this stream = 19.00(Ac.) Total Study Area (Main Stream No. 1) = 86.50(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 422.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 80.348(CFS) Depth of flow = 1.191(Ft.), Average velocity = 9.068(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 100.00 0.00 3 250.00 20.00 Manning's 'N' friction factor = 0.035 ---------------------------------------------------------------- ". Sub -Channel flow = 80.348(CFS) flow top width = 14.884(Ft.) ' velocity= 9.068(Ft/s) 2410 area = 8.861(Sq.Ft) ' Froude number = 2.071 Upstream point elevation = 1140.000(Ft.) Downstream point elevation = 1064.000(Ft.) Flow length = 820.000(Ft.) Travel time = 1.51 min. Time of concentration = 11.73 min. Depth of flow = 1.191(Ft.) Average velocity = 9.068(Ft/s) Total irregular channel flow = 80.348(CFS) Irregular channel normal depth above invert elev. = 1.191(Ft.) Average velocity of channel(s) = 9.068(Ft/s) Sub -Channel No. 1 Critical depth = 1.594(Ft.) ' Critical flow top width = 19.922(Ft.) ' Critical flow velocity= 5.061(Ft/s) ' Critical flow area = 15.875(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.595(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified Apo. rational method)(Q=KCIA) is C = 0.799 Subarea runoff = 32.052(CFS) for 13.000(Ac.) *4W Total runoff = 91.919(CFS) Effective area this stream = 32.00(Ac.) Total Study Area (Main Stream No. 1) = 99.50(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 422.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 32.000(Ac.) Runoff from this stream = 91.919(CFS) Time of concentration = 11.73 min. Rainfall intensity = 3.595(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 191.978 13.05 3.372 2 91.919 11.73 3.595 Qmax(1) _ 1.000 * 1.000 * 191.978) + 0.930 * 1.000 * 91.919) + = 277.476 Qmax(2) _ 1.075 * 0.899 * 191.978) + 124-1( 1.000 * 1.000 * 91.919) + = 277.399 ,. Total of 2 streams to confluence: Flow rates before confluence point: 191.978 91.919 Maximum flow rates at confluence using above data: 277.476 277.399 Area of streams before confluence: 67.500 32.000 Effective area values after confluence: 99.500 92.668 Results of confluence: Total flow rate = 277.476(CFS) Time of concentration = 13.047 min. Effective stream area after confluence = 99.500(Ac.) Stream Area average Pervious fraction(Ap) = 0.942 Stream Area average soil loss rate(Fm) = 0.399(In/Hr) Study area (this main stream) = 99.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 79.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1052.000(Ft.) Downstream point/station elevation = 1040.200(Ft.) Pipe length = 440.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 277.476(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 277.476(CFS) -00`` Normal flow depth in pipe = 38.63(In.) 'fir Flow top width inside pipe = 48.74(In.) Critical depth could not be calculated. Pipe flow velocity = 22.77(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 13.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 99.500(Ac.) Runoff from this stream = 277.476(CFS) Time of concentration = 13.37 min. Rainfall intensity = 3.323(In/Hr) Area averaged loss rate (Fm) = 0.3993(In/Hr) Area averaged Pervious ratio (Ap) = 0.9422 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 424.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 J Decimal fraction soil group D = 0.000 %NOW SCS curve number for soil(AMC 2) = 56.00 c4(12 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1102.500(Ft.) Bottom (of initial area) elevation = 1060.500(Ft.) Difference in elevation = 42.000(Ft.) Slope = 0.04200 s(%)= 4.20 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.623 min. Rainfall intensity = 3.614(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.809 Subarea runoff = 26.305(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 424.000 to Point/Station 425.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1060.500(Ft.) End of street segment elevation = 1049.000(Ft.) Length of street segment = 800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 48.225(CFS) Depth of flow = 0.548(Ft.), Average velocity = 4.705(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 4.70(Ft/s) Travel time = 2.83 min. TC = 14.46 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.171(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.796 Subarea runoff = 34.261(CFS) for 15.000(Ac.) Total runoff = 60.566(CFS) Effective area this stream = 24.00(Ac.) Total Study Area (Main Stream No. 1) = 123.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 60.566(CFS) Half street flow at end of street = 30.283(CFS) Depth of flow = 0.585(Ft.), Average velocity = 5.150(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 425.000 to Point/Station 425.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 24.000(Ac.) Runoff from this stream = 60.566(CFS) Time of concentration = 14.46 min. Rainfall intensity = 3.171(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 277.476 13.37 3.323 2 60.566 14.46 3.171 Qmax(1) _ 1.000 * 1.000 * 277.476) + 1.054 * 0.925 * 60.566) + = 336.529 Qmax(2) _ 0.948 * 1.000 * 277.476) + 1.000 * 1.000 * 60.566) + = 323.592 Total of 2 streams to confluence: Flow rates before confluence point: 277.476 60.566 Maximum flow rates at confluence using above data: 336.529 323.592 Area of streams before confluence: 99.500 24.000 Effective area values after confluence: 121.695 123.500 Results of confluence: Total flow rate = 336.529(CFS) Time of concentration = 13.369 min. Effective stream area after confluence = 121.695(Ac.) Stream Area average Pervious fraction(Ap) = 0.856 Stream Area average soil loss rate(Fm) = 0.393(In/Hr) Study area (this main stream) = 123.50(Ac.) End of computations, Total Study Area = 123.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.856 Area averaged SCS curve number = 71.7 14 Z41 9 ti ,CINE P2.� 19 2150 250 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/05/05 ------------------------------------------------------------------------ FONTANA / LINE P2 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 501.000 **** INITIAL AREA EVALUATION **** r UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1620.000(Ft.) Bottom (of initial area) elevation = 1350.000(Ft.) Difference in elevation = 270.000(Ft.) Slope = 0.27000 s(%)= 27.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.812 min. Rainfall intensity = 3.775(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.804 Subarea runoff = 18.205(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 502.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 31.859(CFS) Depth of flow = 0.718(Ft.), Average velocity = 12.347(Ft/s) w ******* Irregular Channel Data *********** 2�de Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 100.00 0.00 3 200.00 20.00 Mannino's 'N' friction factor = 0.035 Sub -Channel flow = 31.859(CFS) ' flow top width = 7.184(Ft.) ' velocity= 12.347(Ft/s) area = 2.580(Sq.Ft) ' Froude number = 3.631 Upstream point elevation = 1350.000(Ft.) Downstream point elevation = 1180.000(Ft.) Flow length = 500.000(Ft.) Travel time = 0.67 min. Time of concentration = 11.49 min. Depth of flow = 0.718(Ft.) Average velocity = 12.347(Ft/s) Total irregular channel flow = 31.859(CFS) Irregular channel normal depth above invert elev. = 0.718(Ft.) Average velocity of channel(s) = 12.347(Ft/s) Sub -Channel No. 1 Critical depth = 1.203(Ft.) ' Critical flow top width = 12.031(Ft.) ' Critical flow velocity= 4.402(Ft/s) ' Critical flow area = 7.238(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.640(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.800 Subarea runoff = 25.489(CFS) for 9.000(Ac.) Total runoff = 43.694(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 15.00(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 83.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1167.600(Ft.) Downstream point/station elevation = 1126.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 43.694(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 43.694(CFS) Normal flow depth in pipe = 15.80(In.) Flow top width inside pipe = 22.77(In.) r Critical depth could not be calculated. ZS o; Pipe flow velocity = 19.94(Ft/s) eo"" Travel time through pipe = 0.55 min. 'iF,0-1 Time of concentration (TC) = 12.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 83.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.000(Ac.) Runoff from this stream = 43.694(CFS) Time of concentration = 12.04 min. Rainfall intensity = 3.539(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) ,,. Top (of initial area) elevation = 1520.000(Ft.) Bottom (of initial area) elevation = 1180.000(Ft.) Difference in elevation = 340.000(Ft.) Slope = 0.34000 s(%)= 34.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.324 min. Rainfall intensity = 3.881(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.806 Subarea runoff = 31.294(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 505.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1167.600(Ft.) End of street segment elevation = 1126.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) 056A Gutter hike from flowline = 1.500(In.) 400m- Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 34.424(CFS) Depth of flow = 0.401(Ft.), Average velocity = 7.133(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.303(Ft.) Flow velocity = 7.13(Ft/s) Travel time = 1.54 min. TC = 11.87 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.570(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.800 Subarea runoff = 2.966(CFS) for 2.000(Ac.) Total runoff = 34.260(CFS) Effective area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 27.00(Ac.) Area averaged Fm value = 0.397(In/Hr) Street flow at end of street = 34.260(CFS) Half street flow at end of street = 17.130(CFS) Depth of flow = 0.400(Ft.), Average velocity = 7.124(Ft/s) Flow width (from curb towards crown)= 15.275(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 505.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.000(Ac.) Runoff from this stream = 34.260(CFS) Time of concentration = 11.87 min. Rainfall intensity = 3.570(In/Hr) Area averaged loss rate (Fm) = 0.3974(In/Hr) Area averaged Pervious ratio (Ap) = 0.9167 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 43.694 12.04 3.539 2 34.260 11.87 3.570 Qmax(1) _ 1.000 * 1.000 * 43.694) + 0.990 * 1.000 * 34.260) + = 77.624 Qmax(2) _ 1.010 * 0.986 * 43.694) + 1.000 * 1.000 * 34.260) + = 77.752 Total of 2 streams to confluence: Flow rates before confluence point: V40we, 43.694 34.260 'Z605 Maximum flow rates at confluence using above data: 77.624 77.752 Area of streams before confluence: 15.000 12.000 Effective area values after confluence: 27.000 26.786 Results of confluence: Total flow rate = 77.752(CFS) Time of concentration = 11.867 min. Effective stream area after confluence = 26.786(Ac.) Stream Area average Pervious fraction(Ap) = 0.963 Stream Area average soil loss rate(Fm) = 0.401(In/Hr) Study area (this main stream) = 27.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 85.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1126.000(Ft.) Downstream point/station elevation = 1092.300(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 77.752(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 77.752(CFS) Normal flow depth in pipe = 16.41(In.) Flow top width inside pipe = 35.86(In.) Critical Depth = 32.99(In.) Pipe flow velocity = 24.79(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 12.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 85.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 26.786(Ac.) Total study area this main stream = 27.000(Ac.) Runoff from this stream = 77.752(CFS) Time of concentration = 12.17 min. Rainfall intensity = 3.516(In/Hr) Area averaged loss rate (Fm) = 0.4008(In/Hr) Area averaged Pervious ratio (Ap) = 0.9630 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 507.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 4000 -Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: 2,504 Initial area flow distance = 1000.000(Ft.) "" Top (of initial area) elevation = 2040.000(Ft.) ateW Bottom (of initial area) elevation = 1680.000(Ft.) Difference in elevation = 360.000(Ft.) Slope = 0.36000 s(%)= 36.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.207 min. Rainfall intensity = 3.907(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.807 Subarea runoff = 25.228(CFS) Total initial stream area = 8.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 508.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 44.149(CFS) Depth of flow = 1.037(Ft.), Average velocity = 16.423(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 50.00 0.00 3 100.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub -Channel flow = 44.149(CFS) flow top width = 5.185(Ft.) ' velocity= 16.423(Ft/s) area = 2.688(Sq.Ft) ' Froude number = 4.019 Upstream point elevation = 1680.000(Ft.) Downstream point elevation = 1450.000(Ft.) Flow length = 580.000(Ft.) Travel time = 0.59 min. Time of concentration = 10.80 min. Depth of flow = 1.037(Ft.) Average velocity = 16.423(Ft/s) Total irregular channel flow = 44.149(CFS) Irregular channel normal depth above invert elev. = 1.037(Ft.) Average velocity of channel(s) = 16.423(Ft/s) Sub -Channel No. 1 Critical depth = 1.813(Ft.) Critical flow top width = 9.063(Ft.) ' Critical flow velocity= 5.376(Ft/s) ' Critical flow area = 8.213(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 10ft*_ SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max.loss rate(Fm)= 0.404(In/Hr) 1*4W Rainfall intensity = 3.778(In/Hr) for a 100.0 year storm 250, Effective runoff coefficient used for area,(total area with modified 00�" rational method)(Q=KCIA) is C = 0.804 114MI,,. Subarea runoff = 35.515(CFS) for 12.000(Ac.) Total runoff = 60.743(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 2) = 20.00(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 509.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 102.504(CFS) Depth of flow = 1.489(Ft.), Average velocity = 18.484(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 50.00 0.00 3 100.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 102.504(CFS) 'I flow top width = 7.447(Ft.) 'I velocity= 18.484(Ft/s) ' area = 5.546(Sq.Ft) Froude number = 3.775 Upstream point elevation = 1450.000(Ft.) ,%mow Downstream point elevation = 1140.000(Ft.) Flow length = 1000.000(Ft.) Travel time = 0.90 min. Time of concentration = 11.70 min. Depth of flow = 1.489(Ft.) Average velocity = 18.484(Ft/s) Total irregular channel flow = 102.504(CFS) Irregular channel normal depth above invert elev. = 1.489(Ft.) Average velocity of channel(s) = 18.484(Ft/s) Sub -Channel No. 1 Critical depth = 2.531(Ft.) ' Critical flow top width = 12.656(Ft.) Critical flow velocity= 6.399(Ft/s) ' Critical flow area = 16.018(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.601(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.799 Subarea runoff = 75.932(CFS) for 27.500(Ac.) •. Total runoff = 136.675(CFS) Effective area this stream = 47.50(Ac.) Total Study Area (Main Stream No. 2) = 47.50(Ac.) 0561 Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 47.500(Ac.) Runoff from this stream = 136.675(CFS) Time of concentration = 11.70 min. Rainfall intensity = 3.601(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 511.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1560.000(Ft.) Bottom (of initial area) elevation = 1180.000(Ft.) Difference in elevation = 380.000(Ft.) Slope = 0.38000 s(%)= 38.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.097 min. Rainfall intensity = 3.933(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.808 Subarea runoff = 30.175(CFS) Total initial stream area = 9.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) +++t++++++++++++++t+++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 511.000 to Point/Station 512.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1180.000(Ft.) Downstream point elevation = 1140.000(Ft.) Channel length thru subarea = 530.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = 69.086(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 69.086(CFS) Depth of flow = 1.517(Ft.), Average velocity = 20.022(Ft/s) Channel flow top width = 4.550(Ft.) Flow Velocity = 20.02(Ft/s) Travel time = 0.44 min. Zsol Time of concentration = 10.54 min. Critical depth = 2.594(Ft.) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.833(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.805 Subarea runoff = 74.772(CFS) for 24.500(Ac.) Total runoff = 104.948(CFS) Effective area this stream = 34.00(Ac.) Total Study Area (Main Stream No. 2) = 81.50(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 34.000(Ac.) Runoff from this stream = 104.948(CFS) Time of concentration = 10.54 min. Rainfall intensity = 3.833(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 'o,, Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 136.675 11.70 3.601 2 104.948 10.54 3.833 Qmax(1) _ 1.000 * 1.000 * 136.675) + 0.932 * 1.000 * 104.948) + = 234.505 Qmax(2) _ 1.073 * 0.901 * 136.675) + 1.000 * 1.000 * 104.948) + = 237.040 Total of 2 streams to confluence: Flow rates before confluence point: 136.675 104.948 Maximum flow rates at confluence using above data: 234.505 237.040 Area of streams before confluence: 47.500 34.000 Effective area values after confluence: 81.500 76.794 Results of confluence: Total flow rate = 237.040(CFS) Time of concentration = 10.538 min. Effective stream area after confluence = 76.794(Ac.) Stream Area average Pervious fraction(Ap) = 1.000 .,. Stream Area average soil loss rate(Fm) = 0.404(In/Hr) 2510 Study area (this main stream) = 81.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 84.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1137.500(Ft.) Downstream point/station elevation = 1110.000(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 237.040(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 177.052(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 150.238(Ft.) Minor friction loss = 54.314(Ft.) K -factor = 1.50 Pipe flow velocity = 48.29(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 10.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 76.794(Ac.) Runoff from this stream = 237.040(CFS) Time of concentration = 10.69 min. Rainfall intensity = 3.800(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 514.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1770.000(Ft.) Bottom (of initial area) elevation = 1460.000(Ft.) Difference in elevation = 310.000(Ft.) Slope = 0.31000 s(%)= 31.00 TC = k(0.525)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 10.517 min. Rainfall intensity = 3.838(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.805 Subarea runoff = 21.637(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 1.000 Atom - Initial area Fm value = 0.404(In/Hr) Z5II ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 514.000 to Point/Station 515.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 32.455(CFS) Depth of flow = 0.638(Ft.), Average velocity = 10.629(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 150.00 0.00 3 300.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 32.455(CFS) 'I flow top width = 9.571(Ft.) ' ' velocity= 10.629(Ft/s) ' area = 3.053(Sq.Ft) Froude number = 3.316 Upstream point elevation = 1460.000(Ft.) Downstream point elevation = 1140.000(Ft.) Flow length = 1100.000(Ft.) Travel time = 1.72 min. Time of concentration = 12.24 min. Depth of flow = 0.638(Ft.) Average velocity = 10.629(Ft/s) Total irregular channel flow = 32.455(CFS) Irregular channel normal depth above invert elev. = 0.638(Ft.) Average velocity of channel(s) = 10.629(Ft/s) Sub -Channel No. 1 Critical depth = 1.031(Ft.) ' Critical flow top width = 15.469(Ft.) ' Critical flow velocity= 4.069(Ft/s) ' Critical flow area = 7.976(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.504(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.796 Subarea runoff = 17.425(CFS) for 7.000(Ac.) Total runoff = 39.062(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 2) = 95.50(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 515.000 to Point/Station 84.000 PIPEFLOW TRAVEL TIME (User specified size) **** fir► Upstream point/station elevation = 1119.100(Ft.) 251 e Downstream point/station elevation = 1111.400(Ft.) Pipe length = 280.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 39.062(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 42.386(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 38.706(Ft.) Minor friction loss = 11.380(Ft.) K -factor = 1.50 Pipe flow velocity = 22.10(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 12.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 14.000(Ac.) Runoff from this stream = 39.062(CFS) Time of concentration = 12.45 min. Rainfall intensity = 3.468(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 237.040 10.69 3.800 2 39.062 12.45 3.468 Qmax(1) _ 1.000 * 1.000 * 237.040) + 1.108 * 0.859 * 39.062) + = 274.216 Qmax (2 ) _ 0.902 * 1.000 * 237.040) + 1.000 * 1.000 * 39.062) + = 252.943 Total of 2 streams to confluence: Flow rates before confluence point: 237.040 39.062 Maximum flow rates at confluence using above data: 274.216 252.943 Area of streams before confluence: 76.794 14.000 Effective area values after confluence: 88.816 90.794 Results of confluence: Total flow rate = 274.216(CFS) Time of concentration = 10.694 min. Effective stream area after confluence = 88.816(Ac.) Stream Area average Pervious fraction(Ap) = 1.000 Stream Area average soil loss rate(Fm) = 0.404(In/Hr) Study area (this main stream) = 90.79(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 85.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1110.700(Ft.) Downstream point/station elevation = 1092.300(Ft.) Pipe length = 600.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 274.216(CFS) Given pipe size = 30.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 322.364(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 268.078(Ft.) Minor friction loss = 72.686(Ft.) K -factor = 1.50 Pipe flow velocity = 55.86(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 10.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++ Process from Point/Station 85.000 to Point/Station 85.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 88.816(Ac.) Total study area this main stream = 95.500(Ac.) Runoff from this stream = 274.216(CFS) Time of concentration = 10.87 min. Rainfall intensity = 3.762(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 3 r Process from Point/Station 516.000 to Point/Station 517.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367_(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1148.000(Ft.) Bottom (of initial area) elevation = 1101.000(Ft.) Difference in elevation = 47.000(Ft.) Slope = 0.04700 s(%)= 4.70 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.364 min. Rainfall intensity = 3.664(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.810 Subarea runoff = 20.769(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 517.000 to Point/Station 517.000 251 **** CONFLUENCE OF MAIN STREAMS **** Nfty: The following data inside Main Stream is listed: In Main Stream number: 3 Effective stream flow area = 7.000(Ac.) Total study area this main stream = 7.000(Ac.) Runoff from this stream = 20.769(CFS) Time of concentration = 11.36 min. Rainfall intensity = 3.664(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 77.752 12.17 3.516 2 274.216 10.87 3.762 3 20.769 11.36 3.664 Qmax(1) _ 1.000 * 1.000 * 77.752) + 0.927 * 1.000 * 274.216) + 0.955 * 1.000 * 20.769) + = 351.734 Qmax(2) _ 1.079 * 0.893 * 77.752) + 1.000 * 1.000 * 274.216) + 1.030 * 0.957 * 20.769) + = 369.631 Qmax(3) _ 1.047 * 0.934 * 77.752) + 0.971 * 1.000 * 274.216) + 1.000 * 1.000 * 20.769) + = 362.991 Total of 3 main streams to confluence: Flow rates before confluence point: 78.752 275.216 21.769 Maximum flow rates at confluence using above data: 351.734 369.631 362.991 Effective Area of streams before confluence: 26.786 88.816 7.000 Effective area values after confluence: 122.603 119.447 120.830 Results of confluence: Total flow rate = 369.631(CFS) Time of concentration = 10.873 min. Effective stream area after confluence = 119.447(Ac.) Stream Area average Pervious fraction(Ap) = 0.963 Stream Area average soil loss rate(Fm) = 0.401(In/Hr) Steam effective area = 122.60(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 86.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1092.300(Ft.) Downstream point/station elevation = 1059.300(Ft.) Pipe length = 950.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 369.631(CFS) ?r51c Given pipe size = 39.00(In.) `001' NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 203.564(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 190.322(Ft.) Minor friction loss = 46.241(Ft.) K -factor = 1.50 Pipe flow velocity = 44.56(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 11.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 86.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 119.447(Ac.) Runoff from this stream = 369.631(CFS) Time of concentration = 11.23 min. Rainfall intensity = 3.690(In/Hr) Area averaged loss rate (Fm) = 0.4008(In/Hr) Area averaged Pervious ratio (Ap) = 0.9634 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 518.000 to Point/Station 519.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1148.000(Ft.) Bottom (of initial area) elevation = 1101.000(Ft.) Difference in elevation = 47.000(Ft.) Slope = 0.04700 s(%)= 4.70 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 11.364 min. Rainfall intensity = 3.664(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.810 Subarea runoff = 25.219(CFS) Total initial stream area = 8.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 519.000 to Point/Station 520.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1101.000(Ft.) End of street segment elevation = 1066.500(Ft.) Length of street segment = 900.000(Ft.) oow- Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) 251(. Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 37.829(CFS) Depth of flow = 0.444(Ft.), Average velocity = 6.052(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.475(Ft.) Flow velocity = 6.05(Ft/s) Travel time = 2.48 min. TC = 13.84 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.255(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.799 Subarea runoff = 18.962(CFS) for 8.500(Ac.) Total runoff = 44.181(CFS) Effective area this stream = 17.00(Ac.) Total Study Area (Main Stream No. 1) = 24.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 44.181(CFS) Half street flow at end of street = 22.090(CFS) Depth of flow = 0.466(Ft.), Average velocity = 6.289(Ft/s) Flow width (from curb towards crown)= 18.551(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 520.000 to Point/Station 520.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.000(Ac.) Runoff from this stream = 44.181(CFS) Time of concentration = 13.84 min. Rainfall intensity = 3.255(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 522.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 251' Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1111.000(Ft.) Bottom (of initial area) elevation = 1101.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.486 min. Rainfall intensity = 3.043(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.791 Subarea runoff = 13.245(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 523.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1101.000(Ft.) End of street segment elevation = 1066.500(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) %owl Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 33.714(CFS) Depth of flow = 0.429(Ft.), Average velocity = 5.883(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.715(Ft.) Flow velocity = 5.88(Ft/s) Travel time = 2.55 min. TC = 18.04 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.777(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.781 Subarea runoff = 35.554(CFS) for 17.000(Ac.) Total runoff = 48.798(CFS) Effective area this stream = 22.50(Ac.) Total Study Area (Main Stream No. 1) = 46.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 48.798(CFS) ,,, Half street flow at end of street = 24.399(CFS) 2 512 Depth of flow = 0.480(Ft.), Average velocity = 6.445(Ft/s) Flow width (from curb towards crown)= 19.272(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 523.000 to Point/Station 523.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 22.500(Ac.) Runoff from this stream = 48.798(CFS) Time of concentration = 18.04 min. Rainfall intensity = 2.777(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 369.631 11.23 3.690 2 44.181 13.84 3.255 3 48.798 18.04 2.777 Qmax(1) _ 1.000 * 1.000 * 369.631) + 1.151 * 0.811 * 44.181) + 1.379 * 0.623 * 48.798) + = 452.766 Qmax(2) _ 0.868 * 1.000 * 369.631) + 1.000 * 1.000 * 44.181) + 1.198 * 0.767 * 48.798) + = 409.750 Qmax(3) _ 0.722 * 1.000 * 369.631) + 0.835 * 1.000 * 44.181) + 1.000 * 1.000 * 48.798) + = 352.662 Total of 3 streams to confluence: Flow rates before confluence point: 369.631 44.181 48.798 Maximum flow rates at confluence using above data: 452.766 409.750 352.662 Area of streams before confluence: 119.447 17.000 22.500 Effective area values after confluence: 147.243 153.715 158.947 Results of confluence: Total flow rate = 452.766(CFS) Time of concentration = 11.228 min. Effective stream area after confluence = 147.243(Ac.) Stream Area average Pervious fraction(Ap) = 0.848 Stream Area average soil loss rate(Fm) = 0.392(In/Hr) Study area (this main stream) = 158.95(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 87.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1059.300(Ft.) Downstream point/station elevation = 1053.200(Ft.) 2515 Pipe length = 445.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 452.766(CFS) Given pipe size = 48.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 68.334(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 44.197(Ft.) Minor friction loss = 30.237(Ft.) K -factor = 1.50 Pipe flow velocity = 36.03(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 11.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 87.000 to Point/Station 87.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 147.243(Ac.) Runoff from this stream = 452.766(CFS) Time of concentration = 11.43 min. Rainfall intensity = 3.650(In/Hr) Area averaged loss rate (Fm) = 0.3924(In/Hr) Area averaged Pervious ratio (Ap) = 0.8482 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 524.000 to Point/Station 525.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea br�,w Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 0.404 (In/Hr) Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 1072.300(Ft.) Bottom (of initial area) elevation = 1065.000(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00973 s(%)= 0.97 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.730 min. Rainfall intensity = 2.715(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.766 Subarea runoff = 18.720(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 525.000 to Point/Station 525.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 18.720(CFS) err•+ Time of concentration = 18.73 min. 215'2 r Rainfall intensity = 2.715(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) �wrr Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 452.766 11.43 3.650 2 18.720 18.73 2.715 Qmax(1) = 1.000 * 1.000 * 452.766) + 1.405 * 0.610 * 18.720) + = 468.820 Qmax(2) = 0.713 * 1.000 * 452.766) + 1.000 * 1.000 * 18.720) + = 341.464 Total of 2 streams to confluence: Flow rates before confluence point: 452.766 18.720 Maximum flow rates at confluence using above data: 468.820 341.464 Area of streams before confluence: 147.243 9.000 Effective area values after confluence: 152.737 156.243 Results of confluence: Total flow rate = 468.820(CFS) Time of concentration = 11.434 min. Effective stream area after confluence = 152.737(Ac.) �rrr Stream Area average Pervious fraction(Ap) = 0.857 Stream Area average soil loss rate(Fm) = 0.393(In/Hr) Study area (this main stream) = 156.24(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 87.000 to Point/Station 88.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1050.900(Ft.) Downstream point/station elevation = 1033.600(Ft.) Pipe length = 370.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 468.820(CFS) Given pipe size = 54.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 23.962(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 21.023(Ft.) Minor friction loss = 20.239(Ft.) K -factor = 1.50 Pipe flow velocity = 29.48(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 11.64 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** e40ft, Along Main Stream number: 1 in normal stream number 1 Stream flow area = 152.737(Ac.) Z52 Runoff from this stream = 468.820(CFS) Time of concentration = 11.64 min. Rainfall intensity = 3.611(In/Hr) Area averaged loss rate (Fm) = 0.3931(In/Hr) Area averaged Pervious ratio (Ap) = 0.8570 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 526.000 to Point/Station 527.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367 (In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1060.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 14.232(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 527.000 to Point/Station 527.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.500(Ac.) Runoff from this stream = 14.232(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.800(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 528.000 to Point/Station 529.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) ^4111 Initial subarea data: Initial area flow distance = 1000.000(Ft.) "*ww Top (of initial area) elevation = 1065.000(Ft.) 251 Bottom (of initial area) elevation = 1060.000(Ft.) low Difference in elevation = 5.000(Ft.) Nkaw Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 14.232(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 529.000 to Point/Station 529.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 6.500(Ac.) Runoff from this stream = 14.232(CFS) Time of concentration = 17.79 min. Rainfall intensity = 2.800(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ?oo- 1 468.820 11.64 3.611 2 14.232 17.79 2.800 3 14.232 17.79 2.800 Qmax(1) _ 1.000 * 1.000 * 468.820) + 1.333 * 0.655 * 14.232) + 1.333 * 0.655 * 14.232) + = 493.659 Qmax(2) _ 0.748 * 1.000 * 468.820) + 1.000 * 1.000 * 14.232) + 1.000 * 1.000 * 14.232) + = 379.146 Qmax(3) _ 0.748 * 1.000 * 468.820) + 1.000 * 1.000 * 14.232) + 1.000 * 1.000 * 14.232) + = 379.146 Total of 3 streams to confluence: Flow rates before confluence point: 468.820 14.232 14.232 Maximum flow rates at confluence using above data: 493.659 379.146 379.146 Area of streams before confluence: 152.737 6.500 6.500 Effective area values after confluence: 161.246 165.737 165.737 Results of confluence: Total flow rate = 493.659(CFS) Time of concentration = 11.643 min. Effective stream area after confluence = 161.246(Ac.) ' Stream Area average Pervious fraction(Ap) = 0.829 „w Stream Area average soil loss rate(Fm) = 0.391(In/Hr) Study area (this main stream) = 165.74(Ac.) End of computations, Total Study Area = 191.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.839 Area averaged SCS curve number = 70.9 19 8 25123 N ## 2(o Z19ol San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/06/05 ------------------------------------------------------------------------ FONTANA / LINE P1 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1850.000(Ft.) Bottom (of initial area) elevation = 1300.000.(Ft.) Difference in elevation = 550.000(Ft.) Slope = 0.55000 s(%)= 55.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.377 min. Rainfall intensity = 4.111(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.812 Subarea runoff = 20.022(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 35.872(CFS) Depth of flow = 0.643(Ft.), Average velocity = 9.927(Ft/s) �„r ******* Irregular Channel Data *********** 2 a 0 4, --------------------------------------------------------- '""` Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 150.00 0.00 3 350.00 20.00 Manning's 'N' friction factor = 0.035 --------------------------------------------------------- Sub-Channel flow = 35.872(CFS) ' flow top width = 11.246(Ft.) ' velocity= 9.927(Ft/s) ' area = 3.614(Sq.Ft) ' Froude number = 3.086 Upstream point elevation = 1300.000(Ft.) Downstream point elevation = 1087.000(Ft.) Flow length = 850.000(Ft.) Travel time = 1.43 min. Time of concentration = 10.80 min. Depth of flow = 0.643(Ft.) Average velocity = 9.927(Ft/s) Total irregular channel flow = 35.872(CFS) Irregular channel normal depth above invert elev. = 0.643(Ft.) Average velocity of channel(s) = 9.927(Ft/s) Sub -Channel No. 1 Critical depth = 1.008(Ft.) ' Critical flow top width = 17.637(Ft.) ' Critical flow velocity= 4.036(Ft/s) ' Critical flow area = 8.887(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.776(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.804 Subarea runoff = 27.028(CFS) for 9.500(Ac.) Total runoff = 47.049(CFS) Effective area this stream = 15.50(Ac•)15.50(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1080.000(Ft.) Downstream point/station elevation = 1077.000(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 47.049(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 47.049(CFS) Normal flow depth in pipe = 28.17(In.) Flow top width inside pipe = 29.70(In.) ,,, Critical Depth = 26.80(In.) 26a', Pipe flow velocity = 7.93(Ft/s) Travel time through pipe = 1.16 min. "%WW Time of concentration (TC) = 11.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 15.500(Ac.) Total study area this main stream = 15.500(Ac.) Runoff from this stream = 47.049(CFS) Time of concentration = 11.96 min. Rainfall intensity = 3.553(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 404.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1600.000(Ft.) Bottom (of initial area) elevation = 1140.000(Ft.) Difference in elevation = 460.000(Ft.) Slope = 0.46000 s(%)= 46.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.719 min. Rainfall intensity = 4.024(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.810 Subarea runoff = 17.921(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 405.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 32.585(CFS) Depth of flow = 0.680(Ft.), Average velocity = 7.050(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 200.00 0.00 flow► 3 400.00 20.00 ZGo4 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- *AW- Sub -Channel flow = 32.585(CFS) flow top width = 13.596(Ft.) ' velocity= 7.051(Ft/s) area = 4.622(Sq.Ft) ' Froude number = 2.131 Upstream point elevation = 1140.000(Ft.) Downstream point elevation = 1085.000(Ft.) Flow length = 470.000(Ft.) Travel time = 1.11 min. Time of concentration = 10.83 min. Depth of flow = 0.680(Ft.) Average velocity = 7.050(Ft/s) Total irregular channel flow = 32.585(CFS) Irregular channel normal depth above invert elev. = 0.680(Ft.) Average velocity of channel(s) = 7.050(Ft/s) Sub -Channel No. 1 Critical depth = 0.922(Ft.) ' Critical flow top width = 18.438(Ft.) ' Critical flow velocity= 3.834(Ft/s) ' Critical flow area = 8.499(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.771(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.804 Subarea runoff = 26.024(CFS) for 9.000(Ac.) Total runoff = 43.945(CFS) Effective area this stream = 14.50(Ac.) Total Study Area (Main Stream No. 2) = 14.50(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1078.000(Ft.) Downstream point/station elevation = 1077.000(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 43.945(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 43.945(CFS) Normal flow depth in pipe = 24.52(In.) Flow top width inside pipe = 33.56(In.) Critical Depth = 25.90(In.) Pipe flow velocity = 8.57(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 11.12 min. '�.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 2f-o� Process from Point/Station 75.000 to Point/Station 75.000 AVOW" **** CONFLUENCE OF MAIN STREAMS **** r The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 14.500(Ac.) Total study area this main stream = 14.500(Ac.) Runoff from this stream = 43.945(CFS) Time of concentration = 11.12 min. Rainfall intensity = 3.711(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 408.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 ml/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367 (In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1055.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 15.486 min. Rainfall intensity = 3.043(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.791 Subarea runoff = 18.061(CFS) 7.500(Ac.) Total initial stream area = Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 7.500(Ac.) Runoff from this stream = 18.061(CFS) Time of concentration = 15.49 min. Rainfall intensity = 3.043(In/Or3670(In/Hr) Area averaged loss rate (Fm) _ = 0.5000 Area averaged Pervious ratio (Ap) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 2e.d( Total of 2 streams to confluence: Flow rates before confluence point: 18.061 14.449 Maximum flow rates at confluence using above data: 32.510 32.510 Area of streams before confluence: 7.500 6.000 Effective area values after confluence: 13.500 13.500 Results of confluence: Total flow rate = 32.510(CFS) Time of concentration = 15.486 min. Effective stream area after confluence = 13.500(Ac.) ' Stream Area average Pervious fraction(Ap) = 0.500 Decimal fraction soil group B = 1.000 AMWAI Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1055.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.486 min. Rainfall intensity = 3.043(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.791 Subarea runoff = 14.449(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 6.000(Ac.) Runoff from this stream = 14.449(CFS) Time of concentration = 15.49 min. Rainfall intensity = 3.043(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.061 15.49 3.043 2 14.449 15.49 3.043 Qmax(1) _ 1.000 * 1.000 * 18.061) + 1.000 * 1.000 * 14.449) + = 32.510 Qmax(2) _ 1.000 * 1.000 * 18.061) + 1.000 * 1.000 * 14.449) + = 32.510 Total of 2 streams to confluence: Flow rates before confluence point: 18.061 14.449 Maximum flow rates at confluence using above data: 32.510 32.510 Area of streams before confluence: 7.500 6.000 Effective area values after confluence: 13.500 13.500 Results of confluence: Total flow rate = 32.510(CFS) Time of concentration = 15.486 min. Effective stream area after confluence = 13.500(Ac.) ' Stream Area average Pervious fraction(Ap) = 0.500 2607 � Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Study area (this main stream) = 13.50(Ac.) `*e ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Effective stream flow area = 13.500(Ac.) Total study area this main stream = 13.500(Ac.) Runoff from this stream = 32.510(CFS) Time of concentration = 15.49 min. Rainfall intensity = 3.043(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 47.049 11.96 3.553 2 43.945 11.12 3.711 3 32.510 15.49 3.043 Qmax(1) _ 1.000 * 1.000 * 47.049) + 0.952 * 1.000 * 43.945) + 1.191 * 0.772 * 32.510) + = 118.785 Qmax(2) _ 'wrr 1.050 * 0.930 * 47.049) + 1.000 * 1.000 * 43.945) + 1.250 * 0.718 * 32.510) + = 119.077 Qmax(3) _ 0.838 * 1.000 * 47.049) + 0.798 * 1.000 * 43.945) + 1.000 * 1.000 * 32.510) + = 106.998 Total of 3 main streams to confluence: Flow rates before confluence point: 48.049 44.945 33.510 Maximum flow rates at confluence using above data: 118.785 119.077 106.998 Effective Area of streams before confluence: 15.500 14.500 13.500 Effective area values after confluence: 40.426 38.608 43.500 Results of confluence: Total flow rate = 119.077(CFS) Time of concentration = 11.121 min. Effective stream area after confluence = 38.608(Ac.) Stream Area average Pervious fraction(Ap) = 0.845 Stream Area average soil loss rate(Fm) = 0.392(In/Hr) Steam effective area = 43.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ N%NWProcess from Point/Station 75.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1075.000(Ft.) Downstream point/station elevation = 1047.000(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 119.077(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 119.077(CFS) Normal flow depth in pipe = 21.61(In.) Flow top width inside pipe = 41.98(In.) Critical Depth = 38.88(In.) Pipe flow velocity = 23.88(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 11.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 80.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1047.000(Ft.) Downstream point/station elevation = 1041.300(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 119.077(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 119.077(CFS) Normal flow depth in pipe = 36.61(In.) Flow top width inside pipe = 50.46(In.) Critical Depth = 38.52(In.) Pipe flow velocity = 10.38(Ft/s) Travel time through pipe = 1.61 min. Time of concentration (TC) = 13.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 38.608(Ac.) Runoff from this stream = 119.077(CFS) Time of concentration = 13.11 min. Rainfall intensity = 3.362(In/Hr) Area averaged loss rate (Fm) = 0.3922(In/Hr) Area averaged Pervious ratio (Ap) = 0.8448 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 74.62 Pervious ratio(Ap) = 0.8560 Max loss rate(Fm)= 0.393(In/Hr) Rainfall intensity = 3.323(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 13.37 min. Rain intensity = 3.32(In/Hr) Total area this stream = 121.70(Ac.) Total Study Area (Main Stream No. 1) = 135.20(Ac.) `°+ Total runoff = 336.53(CFS) 2409 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 121.700(Ac.) Runoff from this stream = 336.530(CFS) Time of concentration = 13.37 min. Rainfall intensity = 3.323(In/Hr) Area averaged loss rate (Fm) = 0.3930(In/Hr) Area averaged Pervious ratio (Ap) = 0.8560 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 119.077 13.11 3.362 2 336.530 13.37 3.323 Qmax(1) = 1.000 * 1.000 * 119.077) + 1.013 * 0.981 * 336.530) + = 453.510 Qmax(2) = 0.987 * 1.000 * 119.077) + 1.000 * 1.000 * 336.530) + = 454.037 Total of 2 streams to confluence: Flow rates before confluence point: 119.077 336.530 Maximum flow rates at confluence using above data: 453.510 454.037 Area of streams before confluence: 38.608 121.700 Effective area values after confluence: 157.954 160.308 Results of confluence: Total flow rate = 454.037(CFS) Time of concentration = 13.370 min. Effective stream area after confluence = 160.308(Ac.) Stream Area average Pervious fraction(Ap) = 0.853 Stream Area average soil loss rate(Fm) = 0.393(In/Hr) Study area (this main stream) = 160.31(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 88.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1037.200(Ft.) Downstream point/station elevation = 1031.600(Ft.) Pipe length = 1450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 454.037(CFS) Given pipe size = 90.00(In.) Calculated individual pipe flow = 454.037(CFS) Normal flow depth in pipe = 70.13(In.) Flow top width inside pipe = 74.67(In.) AV"- Critical Depth = 66.23(In.) Pipe flow velocity = 12.29(Ft/s) NPOW Travel time through pipe = 1.97 min. 26 to Time of concentration (TC) = 15.34 min. 'I*ft++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 160.308(Ac.) Runoff from this stream = 454.037(CFS) Time of concentration = 15.34 min. Rainfall intensity = 3.061(In/Hr) Area averaged loss rate (Fm) = 0.3928(In/Hr) Area averaged Pervious ratio (Ap) = 0.8533 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 73.85 Pervious ratio(Ap) = 0.8290 Max loss rate(Fm)= 0.391(In/Hr) Rainfall intensity = 3.611(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 11.64 min. Rain intensity = 3.61(In/Hr) Total area this stream = 161.25(Ac.) Total Study Area (Main Stream No. 1) = 296.45(Ac.) Total runoff = 493.66(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 161.250(Ac.) Runoff from this stream = 493.660(CFS) Time of concentration = 11.64 min. Rainfall intensity = 3.611(In/Hr) Area averaged loss rate (Fm) = 0.3910(In/Hr) Area averaged Pervious ratio (Ap) = 0.8290 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 454.037 15.34 3.061 2 493.660 11.64 3.611 Qmax(1) _ 1.000 * 1.000 * 454.037) + 0.829 * 1.000 * 493.660) + = 863.280 Qmax(2) _ 1.206 * 0.759 * 454.037) + 1.000 * 1.000 * 493.660) + = 909.410 Total of 2 streams to confluence: Flow rates before confluence point: .� 454.037 493.660 26 1( Maximum flow rates at confluence using above data: 863.280 909.410 Area of streams before confluence: 160.308 161.250 Effective area values after confluence: 321.558 282.925 Results of confluence: Total flow rate = 909.410(CFS) Time of concentration = 11.640 min. Effective stream area after confluence = 282.925(Ac.) Stream Area average Pervious fraction(Ap) = 0.841 Stream Area average soil loss rate(Fm) = 0.392(In/Hr) Study area (this main stream) = 321.56(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 89.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1031.100(Ft.) Downstream point/station elevation = 1028.800(Ft.) Pipe length = 550.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 909.410(CFS) Given pipe size = 96.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 10.790(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 5.466(Ft.) Minor friction loss = 7.624(Ft.) K -factor = 1.50 Pipe flow velocity = 18.09(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 12.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 282.925(Ac.) Runoff from this stream = 909.410(CFS) Time of concentration = 12.15 min. Rainfall intensity = 3.520(In/Or3919(In/Hr) Area averaged loss rate (Fm) _ Area averaged Pervious ratio (Ap) = 0.8411 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 530.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1770.000(Ft.) 0612 Bottom (of initial area) elevation = 1380.000(Ft.) ,amft- Difference in elevation = 390.000(Ft.) Slope = 0.39000 s(%)= 39.00 TC = k(0.525)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 10.045 min. Rainfall intensity = 3.945(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.808 Subarea runoff = 19.124(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 530.000 to Point/Station 531.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 30.280(CFS) Depth of flow = 0.469(Ft.), Average velocity = 9.187(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 10.00 2 150.00 0.00 3 300.00 10.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 30.281(CFS) flow top width = 14.063(Ft.) ' velocity= 9.187(Ft/s) area = 3.296(Sq.Ft) ' Froude number = 3.344 Upstream point elevation = 1380.000(Ft.) Downstream point elevation = 1120.000(Ft.) Flow length = 800.000(Ft.) Travel time = 1.45 min. Time of concentration = 11.50 min. Depth of flow = 0.469(Ft.) Average velocity = 9.187(Ft/s) Total irregular channel flow = 30.280(CFS) Irregular channel normal depth above invert elev. = 0.469(Ft.) Average velocity of channel(s) = 9.187(Ft/s) Sub -Channel No. 1 Critical depth = 0.758(Ft.) Critical flow top width = 22.734(Ft.) ' Critical flow velocity= 3.515(Ft/s) Critical flow area = 8.614(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404 (In/Hr) Rainfall intensity = 3.638(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified mow+'" rational method) (Q=KCIA) is C = 0.800 Subarea runoff = 18.722(CFS) for 7.000(Ac.) Total runoff = 37.846(CFS) Effective area this stream = 13.00(Ac.) Total Study Area (Main Stream No. 1) = 309.45(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 531.000 to Point/Station 532.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1120.000(Ft.) End of street segment elevation = 1056.000(Ft.) Length of street segment = 1800.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 61.136(CFS) Depth of flow = 0.516(Ft.), Average velocity = 6.792(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 6.79(Ft/s) Travel time = 4.42 min. TC = 15.91 min. Adding area flow to street UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404 (In/Hr) Rainfall intensity = 2.993(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.779 Subarea runoff = 29.751(CFS) for 16.000(Ac.) Total runoff = 67.598(CFS) Effective area this stream = 29.00(Ac.) Total Study Area (Main Stream No. 1) = 325.45(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 67.598(CFS) Half street flow at end of street = 33.799(CFS) Depth of flow = 0.531(Ft.), Average velocity = 7.069(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 532.000 to Point/Station 532.000 **** CONFLUENCE OF MINOR STREAMS **** 26 14 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 29.000(Ac.) Runoff from this stream = 67.598(CFS) Time of concentration = 15.91 min. Rainfall intensity = 2.993(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 533.000 to Point/Station 534.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1064.100(Ft.) Bottom (of initial area) elevation = 1059.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 18.561(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 534.000 to Point/Station 535.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =1059.300(Ft.) End of street segment elevation = 1056.200(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 26.414(CFS) Depth of flow = 0.494(Ft.), Average velocity = 3.262(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.943(Ft.) fir. Flow velocity = 3.26(Ft/s) 2495 Travel time = 1.69 min. TC = 15.59 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 3.031(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.878 Subarea runoff = 13.378(CFS) for 5.500(Ac.) Total runoff = 31.939(CFS) Effective area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 337.45(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 31.939(CFS) Half street flow at end of street = 15.970(CFS) Depth of flow = 0.519(Ft.), Average velocity = 3.514(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 535.000 to Point/Station 535.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 12.000(Ac.) Runoff from this stream = 31.939(CFS) Time of concentration = 15.59 min. Rainfall intensity = 3.031(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 909.410 2 67.598 3 31.939 Qmax(1) _ 1.000 1.203 1.165 Qmax(2) _ 0.832 1.000 0.987 12.15 15.91 15.59 3.520 2.993 3.031 * 1.000 * 909.410) + * 0.763 * 67.598) + * 0.779 * 31.939) + _ * 1.000 * 909.410) + * 1.000 * 67.598) + * 1.000 * 31.939) + _ 1000.505 855.454 Qmax(3) _ 0.844 * 1.000 * 909.410) + 1.014 * 0.980 * 67.598) + 1.000 * 1.000 * 31.939) + = 866.264 Total of 3 streams to confluence: AWN, Flow rates before confluence point: 909.410 67.598 31.939 ,„r,, Maximum flow rates at confluence using above data: 1000.505 855.454 866.264 Area of streams before confluence: 282.925 29.000 12.000 Effective area values after confluence: 314.412 323.925 323.333 Results of confluence: Total flow rate = 1000.505(CFS) Time of concentration = 12.147 min. Effective stream area after confluence = 314.412(Ac.) Stream Area average Pervious fraction(Ap) = 0.828 Stream Area average soil loss rate(Fm) = 0.381(In/Hr) Study area (this main stream) = 323.92(Ac.) End of computations, Total Study Area = 367.45 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.830 Area averaged SCS curve number = 73.5 8 Z614 On 216 2701 100M`" San Bernardino County Rational Hydrology Program 111%w+ (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/06/05 ------------------------------------------------------------------------ FONTANA / LINE SIERRA AVENUE HYDROLOGY 100 YEARV STORM JN 04339 Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** r COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1098.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.873 Subarea runoff = 15.585(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Aw. Top of street segment elevation = 1098.000(Ft.) End of street segment elevation = 1091.600(Ft.) �%We Length of street segment = 670.000(Ft.) Height of curb above gutter flowline = 8.0(In.) A^` Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 29.044(CFS) Depth of flow = 0.505(Ft.), Average velocity = 3.401(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.40(Ft/s) Travel time = 3.28 min. TC = 17.19 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.858(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified '' rational method)(Q=KCIA) is C = 0.869 Subarea runoff = 21.684(CFS) for 9.500(Ac.) Total runoff = 37.269(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 15.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 37.269(CFS) Half street flow at end of street = 18.634(CFS) Depth of flow = 0.540(Ft.), Average velocity = 3.755(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 60.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1084.600(Ft.) Downstream point/station elevation = 1078.400(Ft.) Pipe length = 555.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 37.269(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 37.269(CFS) Normal flow depth in pipe = 17.16(In.) Flow top width inside pipe = 41.29(In.) Critical Depth = 22.74(In.) Pipe flow velocity = 10.07(Ft/s) Travel time through pipe = 0.92 min. Time of concentration (TC) = 18.10 min. 6-= ,Z702 210? ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 4w*.- Process from Point/Station 60.000 to Point/Station 60.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area = 15.000(Ac.) Runoff from this stream = 37.269(CFS) Time of concentration = 18.10 min. Rainfall intensity = 2.771(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) Bottom (of initial area) elevation = 1096.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s(%)= 0.70 TC = k(0.304)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 12.997 min. Rainfall intensity = 3.380(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.874 Subarea runoff = 19.201(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1096.000(Ft.) End of street segment elevation = 1090.500(Ft.) Length of street segment = 675.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 °rwwr Estimated mean flow rate at midpoint of street = 31.755(CFS) 2104 Depth of flow = 0.528(Ft.), Average velocity = 3.359(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.36(Ft/s) Travel time = 3.35 min. TC = 16.35 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.946(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870 Subarea runoff = 19.244(CFS) for 8.500(Ac.) Total runoff = 38.445(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 30.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 38.445(CFS) Half street flow at end of street = 19.222(CFS) Depth of flow = 0.557(Ft.), Average velocity = 3.624(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1000. Process from Point/Station 205.000 to Point/Station 205.000 s�k.,,- **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 15.000(Ac.) Runoff from this stream = 38.445(CFS) Time of concentration = 16.35 min. Rainfall intensity = 2.946(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 37.269 18.10 2.771 2 38.445 16.35 2.946 Qmax(1) _ 1.000 * 1.000 * 37.269) + 0.939 * 1.000 * 38.445) + = 73.351 Qmax(2) _ 1.065 * 0.903 * 37.269) + 1.000 * 1.000 * 38.445) + = 74.300 Total of 2 streams to confluence: Flow rates before confluence point: 37.269 38.445 Maximum flow rates at confluence using above data: 73.351 74.300 '+wwr Area of streams before confluence: 2765 15.000 15.000 Effective area values after confluence: ,,. 30.000 28.544 Results of confluence: Total flow rate = 74.300(CFS) Time of concentration = 16.347 min. Effective stream area after confluence = 28.544(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.098(In/Hr) Study area (this main stream) = 30.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1078.400(Ft.) Downstream point/station elevation = 1076.700(Ft.) Pipe length = 500.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 74.300(CFS) Given pipe size = 42.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.415(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.726(Ft.) Minor friction loss = 1.389(Ft.) K -factor = 1.50 Pipe flow velocity = 7.72(Ft/s) Travel time through pipe = 1.08 min. Time of concentration (TC) = 17.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 61.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 28.544(Ac.) Runoff from this stream = 74.300(CFS) Time of concentration = 17.43 min. Rainfall intensity = 2.835(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098 (In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1103.000(Ft.) ,.,. Bottom (of initial area) elevation = 1097.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00600 s(%)= 0.60 Z704 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.404 min. Rainfall intensity = 3.318(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.873 Subarea runoff = 17.389(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1097.000(Ft.) End of street segment elevation = 1089.300(Ft.) Length of street segment = 775.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 31.880(CFS) Depth of flow = 0.515(Ft.), Average velocity = 3.571(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.57(Ft/s) Travel time = 3.62 min. TC = 17.02 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.875(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.869 Subarea runoff = 22.602(CFS) for 10.000(Ac.) Total runoff = 39.991(CFS) Effective area this stream = 16.00(Ac.) Total Study Area (Main Stream No. 1) = 46.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 39.991(CFS) Half street flow at end of street = 19.996(CFS) Depth of flow = 0.547(Ft.), Average velocity = 3.908(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) wrwr++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 210 Process from Point/Station 208.000 to Point/Station 208.000 000�**** CONFLUENCE OF MINOR STREAMS **** *.r Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.000(Ac.) Runoff from this stream = 39.991(CFS) Time of concentration = 17.02 min. Rainfall intensity = 2.875(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 74.300 17.43 2.835 2 39.991 17.02 2.875 Qmax(1) = 1.000 * 1.000 * 74.300) + 0.986 * 1.000 * 39.991) + = 113.712 Qmax(2) = 1.015 * 0.977 * 74.300) + 1.000 * 1.000 * 39.991) + = 113.633 Total of 2 streams to confluence: Flow rates before confluence point: 74.300 39.991 Maximum flow rates at confluence using above data: 113.712 113.633 Area of streams before confluence: 28.544 16.000 Effective area values after confluence: 44.544 43.881 Results of confluence: Total flow rate = 113.712(CFS) Time of concentration = 17.426 min. Effective stream area after confluence = 44.544(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.098(In/Hr) Study area (this main stream) = 44.54(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1076.700(Ft.) Downstream point/station elevation = 1065.000(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 113.712(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 113.712(CFS) Normal flow depth in pipe = 33.70(In.) Flow top width inside pipe = 43.90(In.) Critical Depth = 38.63(In.) Pipe flow velocity = 12.06(Ft/s) Travel time through pipe = 1.82 min. Time of concentration (TC) = 19.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ AOM- Process from Point/Station 62.000 to Point/Station 62.000 yk,, **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 44.544(Ac.) Runoff from this stream = 113.712(CFS) Time of concentration = 19.25 min. Rainfall intensity = 2.670(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1090.500(Ft.) Bottom (of initial area) elevation = 1084.500(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00600 s(%)= 0.60 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 W- Initial area time of concentration = 13.404 min. Rainfall intensity = 3.318(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.873 Subarea runoff = 15.940(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1084.500(Ft.) End of street segment elevation = 1076.500(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 �wrr Estimated mean flow rate at midpoint of street = 31.880(CFS) 270( Depth of flow = 0.520(Ft.), Average velocity = 3.483(Ft/s) A^° Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.48(Ft/s) Travel time = 4.19 min. TC = 17.59 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.819(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.874 Subarea runoff = 24.706(CFS) for 11.000(Ac.) Total runoff = 40.646(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 62.50(Ac.) Area averaged Fm value = 0.082(In/Hr) Street flow at end of street = 40.646(CFS) Half street flow at end of street = 20.323(CFS) Depth of flow = 0.556(Ft.), Average velocity = 3.836(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 211.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.500(Ac.) Runoff from this stream = 40.646(CFS) Time of concentration = 17.59 min. Rainfall intensity = 2.819(In/Hr) Area averaged loss rate (Fm) = 0.0815(In/Hr) Area averaged Pervious ratio (AP) = 0.11000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 213.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0.098(In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initiai area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1092.600(Ft.) Bottom (of initial area) elevation = 1086.000(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00660 s(%)= 0.66 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Fwd Initial area time of concentration = 13.151 min. Rainfall intensity = 3.356(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.874 %%we Subarea runoff = 14.663(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 214.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1086.000(Ft.) End of street segment elevation = 1076.500(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 29.326(CFS) Depth of flow = 0.507(Ft.), Average velocity = 3.408(Ft/s) Note: depth of flow exceeds top of street crown. wm Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.41(Ft/s) Travel time = 4.89 min. TC = 18.04 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0.098 (In/Hr) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Rainfall intensity = 2.776(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.868 Subarea runoff = 21.497(CFS) for 10.000(Ac.) Total runoff = 36.160(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 77.50(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 36.160(CFS) Half street flow at end of street = 18.080(CFS) Depth of flow = 0.535(Ft.), Average velocity = 3.704(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) 1-1*01++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 214.000 **** CONFLUENCE OF MINOR STREAMS **** 27 11 Along Main Stream number: 1 in normal stream number 3 Stream flow area = 15.000(Ac.) Runoff from this stream = 36.160(CFS) Time of concentration = 18.04 min. Rainfall intensity = 2.776(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 113.712 19.25 2.670 2 40.646 17.59 2.819 3 36.160 18.04 2.776 Qmax(1) _ 1.000 * 1.000 * 113.712) + 0.946 * 1.000 * 40.646) + 0.960 * 1.000 * 36.160) + = 186.884 Qmax(2) _ 1.058 * 0.914 * 113.712) + 1.000 * 1.000 * 40.646) + 1.016 * 0.975 * 36.160) + = 186.368 Qmax(3) _ 1.041 * 0.937 * 113.712) + 0.985 * 1.000 * 40.646) + 1.000 * 1.000 * 36.160) + = 187.137 Total of 3 streams to confluence: ,%Vfte Flow rates before confluence point: 113.712 40.646 36.160 Maximum flow rates at confluence using above data: 186.884 186.368 187.137 Area of streams before confluence: 44.544 16.500 15.000 Effective area values after confluence: 76.044 71.832 73.247 Results of confluence: Total flow rate = 187.137(CFS) Time of concentration = 18.041 min. Effective stream area after confluence= 73.247(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.094(In/Hr) Study area (this main stream) = 76.04(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 63.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1065.000(Ft.) Downstream point/station elevation = 1042.200(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 187.137(CFS) Given pipe size = 54.00(In.) Calculated individual pipe flow = 187.137(CFS) Normal flow depth in pipe = 34.08(In.) Flow top width inside pipe = 52.11(In.) Critical Depth = 47.29(In.) 211, Pipe flow velocity = 17.71(Ft/s) Travel time through pipe = 1.24 min. Time of concentration (TC) = 19.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 73.247(Ac.) Runoff from this stream = 187.137(CFS) Time of concentration = 19.28 min. Rainfall intensity = 2.668(In/Hr) Area averaged loss rate (Fm) = 0.0943(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 216.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1074.600(Ft.) Bottom (of initial area) elevation = 1071.000(Ft.) Difference in elevation = 3.600(Ft.) Slope = 0.00360 s(%)= 0.36 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.846 min. Rainfall intensity = 3.121(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.879 Subarea runoff = 15.084(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 217.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1071.000(Ft.) End of street segment elevation = 1063.700(Ft.) Length of street segment = 875.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Z713 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 217.000 to Point/Station 217.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.500(Ac.) Runoff from this stream = 38.570(CFS) Time of concentration = 19.25 min. Rainfall intensity = 2.671(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 54.95 Pervious ratio(Ap) = 0.1110 Max loss rate(Fm)= 0.083(In/Hr) Rainfall intensity = 2.463(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 22.02 min. Rain intensity = 2.46(In/Hr) Total area this stream = 203.95(Ac.) Total Study Area (Main Stream No. 1) = 297.95(Ac.) L Total runoff = 503.21(CFS) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 NOW, Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 30.169(CFS) Depth of flow = 0.519(Ft.), Average velocity = 3.315(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.31(Ft/s) Travel time = 4.40 min. TC = 19.25 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.671(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.875 Subarea runoff = 23.485(CFS) for 11.000(Ac.) Total runoff = 38.570(CFS) Effective area this stream = 16.50(Ac.) Total Study Area (Main Stream No. 1) = 94.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 38.570(CFS) Half street flow at end of street = 19.285(CFS) Depth of flow = 0.555(Ft.), Average velocity = 3.654(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 217.000 to Point/Station 217.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 16.500(Ac.) Runoff from this stream = 38.570(CFS) Time of concentration = 19.25 min. Rainfall intensity = 2.671(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 54.95 Pervious ratio(Ap) = 0.1110 Max loss rate(Fm)= 0.083(In/Hr) Rainfall intensity = 2.463(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 22.02 min. Rain intensity = 2.46(In/Hr) Total area this stream = 203.95(Ac.) Total Study Area (Main Stream No. 1) = 297.95(Ac.) L Total runoff = 503.21(CFS) Z1 14 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 63.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 203.950(Ac.) Runoff from this stream = 503.210(CFS) Time of concentration = 22.02 min. Rainfall intensity = 2.463(In/Hr) Area averaged loss rate (Fm) = 0.0830(In/Hr) Area averaged Pervious ratio (Ap) = 0.1110 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 187.137 19.28 2.668 2 38.570 19.25 2.671 3 503.210 22.02 2.463 Qmax(1) _ 1.000 * 1.000 * 187.137) + 0.999 * 1.000 * 38.570) + 1.086 * 0.876 * 503.210) + = 704.130 Qmax(2) _ 1.001 * 0.998 * 187.137) + 1.000 * 1.000 * 38.570) + 1.087 * 0.874 * 503.210) + = 703.683 Qmax(3) _ Sft.,, 0.921 * 1.000 * 187.137) + 0.920 * 1.000 * 38.570) + 1.000 * 1.000 * 503.210) + = 710.992 Total of 3 streams to confluence: Flow rates before confluence point: 187.137 38.570 503.210 Maximum flow rates at confluence using above data: 704.130 703.683 710.992 Area of streams before confluence: 73.247 16.500 203.950 Effective area values after confluence: 268.352 267.861 293.697 Results of confluence: Total flow rate = 710.992(CFS) Time of concentration = 22.020 min. Effective stream area after confluence = 293.697(Ac.) Stream Area average Pervious fraction(Ap) = 0.108 Stream Area average soil loss rate(Fm) = 0.085(In/Hr) Study area (this main stream) = 293.70(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 64.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1039.100(Ft.) Downstream point/station elevation = 1033.800(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 710.992(CFS) IME Given pipe size = 90.00(In.) ''w- NOTE: Normal flow is pressure flow in user selected pipe size. ,%we The approximate hydraulic grade line above the pipe invert is 12.046(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 11.313(Ft.) Minor friction loss = 6.033(Ft.) K -factor = 1.50 Pipe flow velocity = 16.09(Ft/s) Travel time through pipe = 1.37 min. Time of concentration (TC) = 23.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 64.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 293.697(Ac.) Runoff from this stream = 710.992(CFS) Time of concentration = 23.39 min. Rainfall intensity = 2.376(In/Hr) Area averaged loss rate (Fm) = 0.0853(In/Hr) Area averaged Pervious ratio (Ap) = 0.1076 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 219.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.500(Ft.) Bottom (of initial area) elevation = 1059.000(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00650 s(%)= 0.65 TC = k(0.389)*((length^3)/(elevation change) ]^0.2 Initial area time of concentration = 16.880 min. Rainfall intensity = 2.889(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.786 Subarea runoff = 11.351(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/Station 220.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1059.000(Ft.) End of street segment elevation = 1056.500(Ft.) Length of street segment = 500.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) �.• Distance from crown to crossfall grade break = 18.500(Ft.) Z71L Slope from gutter to grade break (v/hz) = 0.020 2#001' Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.501(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.43(Ft/s) Travel time = 3.42 min. TC = 20.30 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 20.431(CFS) 2.433(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.586(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.772 Subarea runoff = 14.614(CFS) for 8.000(Ac.) Total runoff = 25.965(CFS) Effective area this stream = 13.00(Ac.) r Total Study Area (Main Stream No. 1) = 310.95(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 25.965(CFS) Half street flow at end of street = 12.983(CFS) Depth of flow = 0.534(Ft.), Average velocity = 2.676(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 221.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1056.500(Ft.) End of street segment elevation = 1051.200(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 •""' Manning's N from grade break to crown = 0.0150 14W.1 Estimated mean flow rate at midpoint of street = 38.948(CFS) Depth of flow = 0.725(Ft.), Average velocity = 3.864(Ft/s) low*, Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.92(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 31.500(Ft.) Flow velocity = 3.86(Ft/s) Travel time = 2.85 min. TC = 23.15 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.390(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.762 Subarea runoff = 21.384(CFS) for 13.000(Ac.) Total runoff = 47.349(CFS) Effective area this stream = 26.00(Ac.) Total Study Area (Main Stream No. 1) = 323.95(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 47.349(CFS) Half street flow at end of street = 47.349(CFS) Depth of flow = 0.776(Ft.), Average velocity = 3.958(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.47(Ft.) Flow width (from curb towards crown)= 34.050(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 221.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 26.000(Ac.) Runoff from this stream = 47.349(CFS) Time of concentration = 23.15 min. Rainfall intensity = 2.390(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 710.992 23.39 2.376 2 47.349 23.15 2.390 Qmax(1) _ 1.000 * 1.000 * 710.992) + 0.993 * 1.000 * 47.349) + = 758.002 Qmax(2) _ 1.006 * 0.990 * 710.992) + 1.000 * 1.000 * 47.349) + = 755.626 Total of 2 streams to confluence: Flow rates before confluence point: 710.992 47.349 Maximum flow rates at confluence using above data: 2719 758.002 755.626 ,,.. Area of streams before confluence: 293.697 26.000 Effective area values after confluence: 319.697 316.737 Results of confluence: Total flow rate = 758.002(CFS) Time of concentration = 23.387 min. Effective stream area after confluence = 319.697(Ac.) Stream Area average Pervious fraction(Ap) = 0.140 Stream Area average soil loss rate(Fm) = 0.108(In/Hr) Study area (this main stream) = 319.70(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1033.800(Ft.) Downstream point/station elevation = 1030.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 758.002(CFS) Given pipe size = 90.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 9.486(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 6.429(Ft.) Minor friction loss = 6.857(Ft.) K -factor = 1.50 Pipe flow velocity = 17.16(Ft/s) Travel time through pipe = 0.64 min. Time of concentration (TC) = 24.03 min. V'rlrrr. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 319.697(Ac.) Runoff from this stream = 758.002(CFS) Time of concentration = 24.03 min. Rainfall intensity = 2.338(In/Hr) Area averaged loss rate (Fm) = 0.1082(In/Hr) Area averaged Pervious ratio (Ap) = 0.1395 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.4510 Max loss rate(Fm)= 0.331 (In/Hr) Rainfall intensity = 2.268(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 25.27 min. Rain intensity = 2.27(In/Hr) Total area this stream = 204.52(Ac.) Total Study Area (Main Stream No. 1) = 528.47(Ac.) 40011 Total runoff = 398.57(CFS) ,,ON*-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 *are **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 204.520(Ac.) Runoff from this stream = 398.570(CFS) Time of concentration = 25.27 min. Rainfall intensity = 2.268(In/Hr) Area averaged loss rate (Fm) = 0.3310(In/Hr) Area averaged Pervious ratio (Ap) = 0.4510 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 758.002 24.03 2.338 2 398.570 25.27 2.268 Qmax(1) _ 1.000 * 1.000 * 758.002) + 1.036 * 0.951 * 398.570) + = 1150.607 Qmax(2) _ 0.969 * 1.000 * 758.002) + 1.000 * 1.000 * 398.570) + = 1132.901 Total of 2 streams to confluence: Flow rates before confluence point: 758.002 398.570 Maximum flow rates at confluence using above data: 1150.607 1132.901 Area of streams before confluence: 319.697 204.520 Effective area values after confluence: 514.166 524.217 Results of confluence: Total flow rate = 1150.607(CFS) Time of concentration = 24.028 min. Effective stream area after confluence = 514.166(Ac.) Stream Area average Pervious fraction(Ap) = 0.261 Stream Area average soil loss rate(Fm) = 0.195(In/Hr) Study area (this main stream) = 524.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 89.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1030.000(Ft.) Downstream point/station elevation = 1025.000(Ft.) Pipe length = 680.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1150.607(CFS) Given pipe size = 108.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 8.391(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 5.772(Ft.) Minor friction loss = 7.619(Ft.) K -factor = 1.50 Pipe flow velocity = 18.09(Ft/s) Travel time through pipe = 0.63 min. 272 Time of concentration (TC) = 24.65 min. NOW, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 514.166(Ac.) Runoff from this stream = 1150.607(CFS) Time of concentration = 24.65 min. Rainfall intensity = 2.302(In/Hr) Area averaged loss rate (Fm) = 0.1951(In/Hr) Area averaged Pervious ratio (Ap) = 0.2611 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 74.56 Pervious ratio(Ap) = 0.8280 Max loss rate(Fm)= 0.381(In/Hr) Rainfall intensity = 3.519(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 12.15 min. Rain intensity = 3.52(In/Hr) Total area this stream = 314.41(Ac.) Total Study Area (Main Stream No. 1) = 842.88(Ac.) Total runoff = 1000.51(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 314.410(Ac.) Runoff from this stream = 1000.510(CFS) Time of concentration = 12.15 min. Rainfall intensity = 3.519(In/Hr) Area averaged loss rate (Fm) = 0.3810(In/Hr) Area averaged Pervious ratio (Ap) = 0.8280 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1150.607 24.65 2.302 2 1000.510 12.15 3.519 Qmax(1) _ 1.000 * 1.000 * 1150.607) + 0.612 * 1.000 * 1000.510) + = 1762.962 Qmax(2) _ 1.578 * 0.493 * 1150.607) + 1.000 * 1.000 * 1000.510) + = 1895.243 Total of 2 streams to confluence: Flow rates before confluence point: ,, 1150.607 1000.510 2?z Maximum flow rates at confluence using above data: 1762.962 1895.243 Area of streams before confluence: mow» 514.166 314.410 Effective area values after confluence: 828.576 567.794 Results of confluence: Total flow rate = 1895.243(CFS) Time of concentration = 12.150 min. Effective stream area after confluence = 567.794(Ac.) Stream Area average Pervious fraction(Ap) = 0.476 Stream Area average soil loss rate(Fm) = 0.266(In/Hr) Study area (this main stream) = 828.58(Ac.) End of computations, Total Study Area = 842.88 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.472 Area averaged SCS curve number = 60.8 LINE DZ 4� IN 2 80c San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 08/10/04 ------------------------------------------------------------------------ FONTANA / LINE DZ -4 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1060.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 14.278(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) 0.073(In/Hr) year storm is C = 0.880 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1060.000(Ft.) End of street segment elevation = 10581.300(Ft.) 2 802 Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.417(CFS) Depth of flow = 0.505(Ft.), Average velocity = 2.501(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.50(Ft/s) Travel time = 2.20 min. TC = 16.10 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.972(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.878 Subarea runoff = 11.814(CFS) for 5.000(Ac.) Total runoff = 26.092(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 26.092(CFS) Half street flow at end of street = 13.046(CFS) Depth of flow = 0.533(Ft.), Average velocity = 2.706(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 603.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1058.300(Ft.) End of street segment elevation = 1055.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 ,.i Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.602(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.15(Ft/s) Travel time = 3.49 min. TC = 19.59 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 tuber for soi1(AMC 2) = 56.00 39.137(CFS) 3.149(Ft/s) 2So� SCS curve nu Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073 (In/Hr) Rainfall intensity = 2.642(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.875 Subarea runoff = 20.146 (CFS) for 10.000 (Ac. ) Total runoff = 46.238 (CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 20.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 46.238(CFS) Half street flow at end of street = 23.119(CFS) Depth of flow = 0.635(Ft.), Average velocity = 3.364 (Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 603.000 to Point/Station 607.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1055.000(Ft.) End of street segment elevation = 1052.000(Ft.) Length of street segment = 660.0o0(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 "^ Estimated mean flow rate at midpoint of street = Depth of flow = 0.844(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 37.466(Ft.) 46.238(CFS) 3.104(Ft/S) 8.88 (Ft.) 14 Flow velocity = 3.10(Ft/s) Travel time = 3.54 min. TC = 23.14 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 f il(AMC 2) = 56 00 SCS curve number or so - Pervious ratio(AP) = 0.1000 Max loss rate(Fm)= 0.073 (In/Hr) Rainfall intensity = 2.391(In/Hr) for a 100.0 year storm ff' t used for area (total area with modified Effective runoff coe icien rational method)(Q=KCIA) is C = 0.872 Subarea runoff = 0.000(CFS) for 0.000(Ac.). Total runoff = 46.238 (CFS) Effective area this stream = 20.00(Ac•)20.00(Ac.) (M 'n Stream No 1) _ Total Study Area GL - Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 46.238(CFS) Half street flow at end of street = 46.238(CFS) Depth of flow = 0.844(Ft.), Average velocity = 3.104(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.88(Ft.) Flow width (from curb towards crown)= 37.466(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 607.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream numDer I Stream flow area = 20.000(Ac.) Runoff from this stream = 46.238(CFS) Time of concentration = 23.14 min. Rainfall intensity = 2.391(In/Hr) Area averaged loss rate (Fm) = 0.0734(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073 (In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1062.900(Ft.) Bottom (of initial area) elevation = 1057.900(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 sM= 0.50 TC = k(0.304)*[(length"3)/(elevation change)1"0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.880 Subarea runoff = 14.278(CFS) 5.000(Ac.) Total initial stream area = Pervious area fraction = 0.100 **Mal Initial area Fm value = 0.073(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station* 606.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1057.900(Ft.) End of street segment elevation = 1055.900(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.417(CFS) Depth of flow = 0.495(Ft.), Average velocity = 2.627(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.63(Ft/s) Travel time = 2.09 min. TC = 16.00 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(AP) = 0.1000 Max loss rate(Fm)= 0.073 (In/Hr) Rainfall intensity = 2.984(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.878 Subarea runoff = 11.919(CFS) for 5.000(Ac.) Total runoff = 26.197(CFS) Effective area this stream = 10.00(Ac•)30.00(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 26.197(CFS) Half street flow at end of street = 13.098(CFS) Depth of flow = 0.522(Ft.), Average velocity = 2.846(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) somew ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station * 607.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1055.900(Ft.) End of street segment elevation = 1052.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.588(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.32(Ft/s) Travel time = 3.32 min. TC = 19.31 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 39.295(CFS) 3.318(Ft/s) 28a 6 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr) Rainfall intensity = 2.665(In/Hr) for a 100.0 year storm -P -F fficient used for area (total area with modified Effective runo coe rational method)(Q=KCIA) is C = 0.844 Subarea runoff = 18.805(CFS) for 10.000(Ac.) Total runoff = 45.002(CFS) Effective area this stream = 20.00(Ac.) 1 St d Area (Main Stream No. 1) = 40.00(Ac.) Tota u y Area averaged Fm value = 0.165(In/Hr) Street flow at end of street = 45.002(CFS) Half street flow at end of street = 22.501(CFS) Depth of flow = 0.613(Ft.), Average velocity = 3.501(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 607.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number z Stream flow area = 20.000(Ac.) Runoff from this stream = 45.002(CFS) Time of concentration = 19.31 min. _ Rainfall intensity = 2.665(In/Hr) Area averaged loss rate (Fm) = 0.1651(In/Hr) Area averaged Pervious ratio (Ap) = 0.2250 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 46.238 23.14 2.391 2 45.002 19.31 2.665 Qmax (1) _ 1.000 * 1.000 * 46.238) + 0.890 * 1.000 * 45.002) + = 86.308 Qmax (2 ) _ 1.118 * 0.835 * 46.238) + 1.000 * 1.000 * 45.002) + = 88.154 Total of 2 streams to confluence: Flow rates before confluence point: 46.238 45.002 Maximum flow rates at confluence using above data: 86.308 88.154 Area of streams before confluence: 20.000 20.000 Effective area values after confluence: 40.000 36.693 Results of confluence: Total flow rate = 88.154(CFS) Time of concentration = 19.311 min. Effective stream area after confluence = 36.693(Ac.) Stream Area average Pervious fraction(Ap) = 00.163 19(In/Hr) Stream Area average soil loss rate(Fm) = (Ac.) Study area (this main stream) _ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 1047.000(Ft.) Downstream point/station elevation = 1041.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 88.154(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 88.154(CFS) Normal flow depth in pipe = 31.69(In.) Flow top width inside pipe = 36.15(In.) Critical Depth = 35.01(In.) Pipe flow velocity = 11.31(Ft/s) Travel time through pipe = 0.97 min. Time of concentration (TC) = 20.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 36.693(Ac.) Runoff from this stream = 88.154(CFS) Time of concentration = 20.28 min. Rainfall intensity = 2.588(In/Hr) Area averaged loss rate (Fm) = 0.1193(In/Hr) Area averaged Pervious ratio (Ap) = 0.1625 2901 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 609.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1060.800(Ft.) Bottom (of initial area) elevation = 1055.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length"3)/(elevation change)]^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 14.278(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) 0.073 (In/Hr) year storm is C = 0.880 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 609.000 to Point/Station * 610.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1055.800(Ft.) End of street segment elevation = 1053.500(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [21 side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.485(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.487(Ft.) Flow velocity = 2.77 (Ft/s) Travel time = 1.99 min. TC = 15.89 min. �r Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 21.417(CFS) 2.768(Ft/s) Z801 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 2.996(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified 'NOW rational method) (Q=KCIA) is C = 0.878 Subarea runoff = 12.027(CFS) for 5.000(Ac.) Total runoff = 26.305 (CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 50.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 26.305(CFS) Half street flow at end of street = 13.152(CFS) Depth of flow = 0.513(Ft.), Average velocity = 2.973(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 610.000 to Point/Station 611.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1053.500(Ft.) End of street segment elevation = 1049.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.576(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.47(Ft/s) Travel time = 3.17 min. TC = 19.06 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 mbfor soil(AMC 21 = 56.00 39.457(CFS) 3.470(Ft/s) SCS curve nu er Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr) Rainfall intensity = 2.686(In/Hr) for a 100.0 year storm ,�. Effective runoff coefficient used for area, (total area with modified rational method)(Q=KCIA) is C = 0.845 Subarea runoff = 19.076 (CFS) for 10.000 (Ac. ) Total runoff = 45.381(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 60.00(Ac.) Area averaged Fm value = 0.165(In/Hr) 104 28 (0 Street flow at end of street = 45.381(CFS) Half street flow at end of street = 22.691(CFS) Depth of flow = 0.601(Ft.), Average velocity = 3.667(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 611.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 45.381(CFS) Time of concentration = 19.06 min. Rainfall intensity = 2.686(In/Hr) Area averaged loss rate (Fm) = 0.1651(In/Hr) Area averaged Pervious ratio (Ap) = 0.2250 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 88.154 20.28 2.588 2 45.381 19.06 2.686 Qmax (1) _ 1.000 * 1.000 * 88.154) + 0.961 * 1.000 * 45.381) + = 131.762 Qmax (2 ) _ 1.040 * 0.940 * 88.154) + 1.000 * 1.000 * 45.381) + = 131.519 Total of 2 streams to confluence: Flow rates before confluence point: 88.154 45.381 Maximum flow rates at confluence using above data: 131.762 131.519 Area of streams before confluence: 36.693 20.000 Effective area values after confluence: 56.693 54.477 Results of confluence: Total flow rate = 131.762(CFS) Time of concentration = 20.284 min. Effective stream area after confluence = 56.693(Ac.) Stream Area average Pervious fraction(Ap) = 0.185 Stream Area average soil loss rate(Fm) = 0.135(In/Hr) Study area (this main stream) = 56.69(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 90.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1040.000(Ft.) Downstream point/station elevation = 1025.000(Ft.) Pipe length = 750.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 131.762(CFS) Given pipe size = 54.00(In.) zsct Calculated individual pipe flow = 131.762(CFS) Normal flow depth in pipe = 26.16(In.) Flow top width inside pipe = 53.97(In.) Critical Depth = 40.54(In.) Pipe flow velocity = 17.25(Ft/s) Travel time through pipe = 0.72 min. Time of concentration (TC) = 21.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 56.693 (Ac. ) Runoff from this stream = 131.762(CFS) Time of concentration = 21.01 min. Rainfall intensity = 2.534(In/Hr) Area averaged loss rate (Fm) = 0.1354(In/Hr) Area averaged Pervious ratio (Ap) = 0.1845 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 612.000 to Point/Station 613.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 err Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1058.700(Ft.) Bottom (of initial area) elevation = 1053.700(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.304)*[(length"3)/(elevation change)1^0.2 Initial area time of concentration = 13.902 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 14.278(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.073(In/Hr) 0.073(In/Hr) year storm is C = 0.880 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 613.000 to Point/Station 614.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1053.700(Ft.) End of street segment elevation = 1051.100(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [21 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.417(CFS) Depth of flow = 0.476(Ft.), Average velocity = 2.899(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.034(Ft.) Flow velocity = 2.90(Ft/s) Travel time = 1.90 min. TC = 15.80 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr) Rainfall intensity = 3.006(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.878 Subarea runoff = 12.119 (CFS) for 5.000 (Ac. ) Total runoff = 26.397(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 70.00(Ac.) Area averaged Fm value = 0.073(In/Hr) Street flow at end of street = 26.397(CFS) Half street flow at end of street = 13.198(CFS) Depth of flow = 0.505(Ft.), Average velocity = 3.089(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 614.000 to Point/Station 615.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1051.100(Ft.) End of street segment elevation = 1046.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [21 side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 39.595(CFS) Depth of flow = 0.566(Ft.), Average velocity = 3.608(Ft/s) 281 Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: ,.... Halfstreet flow width = 20.000 (Ft . ) �rry Flow velocity = 3 .61(Ft/s) Travel time = 3.05 min. TC = 18.85 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr) Rainfall intensity = 2.704(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.845 Subarea runoff = 19.309 (CFS) for 10.000 (Ac. ) Total runoff = 45.706(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 80.00(Ac.) Area averaged Fm value = 0.165(In/Hr) Street flow at end of street = 45.706(CFS) Half street flow at end of street = 22.853(CFS) Depth of flow = 0.591(Ft.), Average velocity = 3.819(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ,., Process from Point/Station 615.000 to Point/Station 615.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 45.706(CFS) Time of concentration = 18.85 min. Rainfall intensity = 2.704(In/Hr) Area averaged loss rate (Fm) = 0.1651(In/Hr) Area averaged Pervious ratio (Ap) = 0.2250 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 131.762 21.01 2.534 2 45.706 18.85 2.704 Qmax(1) _ 1.000 * 1.000 * 131.762) + 0.933 * 1.000 * 45.706) + = 174.400 Qmax (2 ) _ 1.071 * 0.897 * 131.762) + 1.000 * 1.000 * 45.706) + = 172.320 Total of 2 streams to confluence: Flow rates before confluence point: 131.762 45.706 Maximum flow rates at confluence using above data: 174.400 172.320 Area of streams before confluence: 56.693 20.000 Effective area values after confluence: IO)OW, 76.693 70.862 '*awl Results of confluence: Total flow rate = 174.400(CFS) Time of concentration = 21.009 min. Effective stream area after confluence = 76.693(Ac.) Stream Area average Pervious fraction(Ap) = 0.195 Stream Area average soil loss rate(Fm) = 0.143(In/Hr) Study area (this main stream) = 76.69(Ac.) End of computations, Total Study Area = 80.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.194 Area averaged SCS curve number = 56.0 s §4 MA m ,CINE "DZ- 4A IN 6v..� em 2401 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986 CIVILCADD/CIVILDESIGN Engineering Software, 08/10/04-2001 Version 6.4 Rational Hydrology Study ------------------------------------------ FONTANA / LINE DZ -4A HYDROLOGY 100 YEAR STORM JN 04339 -------------------------------------------- Hall & Forman, Inc. - SIN 950 ------------------------- ********* Hydrology Study Control Information ********** --------------------------------------------- Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 625.000 to Point/Station 626.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1058.000(Ft.) Bottom (of initial area) elevation = 1051.300(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.00670 s(%')= 0.67 TC = k(0.389)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 16.778 min. Rainfall intensity = 2.900(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 11.398(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) year storm is C = 0.786 Process from Point/Station 626.000 to Point/Station 627.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1051.300(Ft.) End of street segment elevation = 1049.000(Ft.) 'Viol Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) %W Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 17.097(CFS) Depth of flow = 0.452(Ft.), Average velocity = 2.618(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.872(Ft.) Flow velocity = 2.62(Ft/s) Travel time = 2.10 min. TC = 18.88 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) ,,00m, Rainfall intensity = 2.702(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.778 Subarea runoff = 9.615(CFS) for 5.000(Ac.) Total runoff = 21.013(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 21.013(CFS) Half street flow at end of street = 10.506(CFS) Depth of flow = 0.482(Ft.), Average velocity = 2.755(Ft/s) Flow width (from curb towards crown)= 19.345(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 627.000 to Point/Station * 628.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1049.000(Ft.) End of street segment elevation = 1044.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Z10--, Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 31.519(CFS) Depth of flow = 0.541(Ft.), Average velocity = 3.152(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.15(Ft/s) Travel time = 3.49 min. TC = 22.37 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.440(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.765 Subarea runoff = 16.307 (CFS) for 10.000 (Ac. ) Total runoff = 37.320(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 20.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 37.320(CFS) Half street flow at end of street = 18.660(CFS) Depth of flow = 0.568(Ft.), Average velocity = 3.371(Ft/s) �^~ Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown) = 20.000 (Ft. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 629.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.600(Ft.) End of street segment elevation = 1040.300(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.847(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 37.615(Ft.) Flow velocity = 3.72(Ft/s) Travel time = 2.95 min. TC = 25.32 min. 55.980(CFS) 3.723(Ft/s) 9.03 (Ft.) Zgoq Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.265(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.754 Subarea runoff = 31.018(CFS) for 20.000(Ac.) Total runoff = 68.339(CFS) Effective area this stream = 40.00(Ac.) Total Study Area (Main Stream No. 1) = 40.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 68.339(CFS) Half street flow at end of street = 68.339(CFS) Depth of flow = 0.901(Ft.), Average velocity = 3.862(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 11.73(Ft.) Flow width (from curb towards crown)= 40.310(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 629.000 to Point/Station 46.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** "^ Upstream point/station elevation = 1033.300(Ft.) Downstream point/station elevation = 1026.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 68.339(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 68.339(CFS) Normal flow depth in pipe = 28.69(In.) Flow top width inside pipe = 28.97(In.) Critical Depth = 31.61(In.) Pipe flow velocity = 11.3-M-C/s) Travel time through pipe = 0.97 min. Time of concentration (TC) = 26.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 629.000 to Point/Station 46.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number z Stream flow area = 40.000(Ac.) Runoff from this stream = 68.339(CFS) Time of concentration = 26.30 min. Rainfall intensity = 2.215(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 631.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) 2Y05 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 „�. Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio (Ap) = 0.5000 Max loss rate (Fm) = 0.367 (In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1052.200(Ft.) Bottom (of initial area) elevation = 1044.000(Ft.,) Difference in elevation = 8.200(Ft.) Slope = 0.00820 s(*)= 0.82 TC = k(0.389)*[(length"3)/(elevation change)1^0.2 Initial area time of concentration = 16.113 min. Rainfall intensity = 2.971(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.789 Subarea runoff = 11.718(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 631.000 to Point/Station 632.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.000(Ft.) End of street segment elevation = 1041.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0 (In. ) Width of half street (curb.to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [21 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 17.578(CFS) Depth of flow = 0.445(Ft.), Average velocity = 2.800(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.514(Ft.) Flow velocity = 2.80(Ft/s) Travel time = 1.96 min. TC = 18.08 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.773(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.781 Subarea runoff = 9.935(CFS) for 5.000(Ac.) Zgo, Total runoff = 21.654(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 50.00(Ac.) Area averaged Fm value = 0.367(In/Hr) ✓ Street flow at end of street = 21.654(CFS) Half street flow at end of street = 10.827(CFS) Depth of flow = 0.475(Ft.), Average velocity = 2.948(Ft/s) Flow width (from curb towards crown)= 18.977(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 632.000 to Point/Station 633.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1041.300(Ft.) End of street segment elevation = 1035.900(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 32.481(CFS) Depth of flow = 0.531(Ft.), Average velocity = 3.393(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.39(Ft/s) Travel time = 3.24 min. TC = 21.32 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.512(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.769 Subarea runoff = 16.951(CFS) for 10.000 (Ac. ) Total runoff = 38.604(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 60.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 38.604(CFS) Half street flow at end of street = 19.302 (CFS) Depth of flow = 0.557(Ft.), Average velocity = 3.634(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 633.000 to Point/Station 633.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 38.604(CFS) Time of concentration = 21.32 min. Rainfall intensity = 2.512(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 68.339 26.30 2.215 2 38.604 21.32 2.512 Amax (1) _ 1.000 * 1.000 * 68.339) + 0.861 * 1.000 * 38.604) + = 101.596 4max(2) _ 1.161 * 0.811 * 68.339) + 1.000 * 1.000 * 38.604) + = 102.919 Total of 2 streams to confluence: Flow rates before confluence point: low- 68.339 38.604 Maximum flow rates at confluence using above data: 101.596 102.919 Area of streams before confluence: 40.000 20.000 Effective area values after confluence: 60.000 52.431 Results of confluence: Total flow rate = 102.919(CFS) Time of concentration = 21.319 min. Effective stream area after confluence = 52.431(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Study area (this main stream) = 60.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 91.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1026.000(Ft.) Downstream point/station elevation = 1014.500(Ft.) Pipe length = 750.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 102.919(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 102.919(CFS) Normal flow depth in pipe = 23.30(In.) Flow top width inside pipe = 58.48(In.) Critical Depth = 34.64(In.) Pipe flow velocity = 14.60(Ft/s) Travel time through pipe = 0.86 min. Time of concentration (TC) = 22.18 min. 2Qo 8 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 NOW **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 52.431(Ac.) Runoff from this stream = 102.919(CFS) Time of concentration = 22.18 min. Rainfall intensity = 2.453(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 634.000 to Point/Station 635.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1046.800(Ft.) Bottom (of initial area) elevation = 1041.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%-)= 0.50 TC = k(0.389)*[(length"3)/(elevation change)1^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 13.137(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 635.000 to Point/Station 636.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1041.800(Ft.) End of street segment elevation = 1037.800(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 ,., Slope from grade break to crown (v/hz) = 0.020 Street flow is on [21 side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 fl(o Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 •. Estimated mean flow rate at midpoint of street = 19.706(CFS) Depth of flow = 0.434(Ft.), Average velocity = 3.340(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.967(Ft.) Flow velocity = 3.34(Ft/s) Travel time = 1.65 min. TC = 19.44 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(AP) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.655(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(4=KCIA) is C = 0.776 Subarea runoff = 11.573(CFS) for 6.000(Ac.) Total runoff = 24.710 (CFS) Effective area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 72.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 24.710(CFS) Half street flow at end of street = 12.355(CFS) Depth of flow = 0.465(Ft.), Average velocity = 3.532(Ft/s) Flow width (from curb towards crown)= 18.513(Ft.) err ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station* 637.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1037.800(Ft.) End of street segment elevation = 1031.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 36.036(CFS) Depth of flow = 0.529(Ft.), Average velocity = 3.791(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: rte, Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.79(Ft/s) Travel time = 2.90 min. TC = 22.34 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 POWW- Decimal fraction soil group D = 0.000 '11AMC I = 32 00 LIN 10 0111 SCS curve number for soi 0.489(In/Hr) Pervious ratio(AP) = 0.5000 Max loss rate(Fm)= Rainfall intensity = 2.442(In/Hr) for a 100.0 year storm t sed for area (total area with modified Effective runoff coefficien u rational method)(Q=KCIA) is C = 0.743 Subarea runoff = 17.042(CFS) for 11.000(Ac.) Total runoff = 41.752(CFS) Effective area this stream = 23.00(Ac•)83.00(Ac.) (M ' Stream No 1) _ Total Study Area ain - Area averaged Fm value = 0.425(In/Hr) Street flow at end of street = 41.752(CFS) Half street flow at end of street = 20.876(CFS) Depth of flow = 0.551(Ft.), Average velocity = 4.019(Ft/8) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 637.000 to Point/Station 637.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 23.000(Ac.) Runoff from this stream = 41.752(CFS) Time of concentration = 22.34 min. Rainfall intensity = 2.442(In/Hr) Area averaged loss rate (Fm) = 0.4253(In/Hr) Area averaged Pervious ratio (AP) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 102.919 22.18 2.453 2 41.752 22.34 2.442 S2max (1) _ 1.000 * 1.000 * 102.919) + 1.005 * 0.993 * 41.752) + = 144.587 Qmax (2 ) _ 0.995 * 1.000 * 102.919) + 1.000 * 1.000 * 41.752) + = 144.142 Total of 2 streams to confluence: Flow rates before confluence point: 102.919 41.752 Maximum flow rates at confluence using above data: 144.587 144.142 Area of streams before confluence: 52.431 23.000 Effective area values after confluence: 75.263 75.431 Results of confluence: Total flow rate = 144.587(CFS) Time of concentration = 22.175 min. Effective stream area after confluence = 75.263(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.385(In/Hr) Study area (this main stream) = 75.43(Ac.) loom, End of computations, Total Study Area = 83.00 (Ac.) The following figures may =W be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 52.8 m ~14X9RG, cm N 0 3001 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/10/05 ------------------------------------------------------------------------ FONTANA / LINE JURUPA AVE. 141X 9' RCB HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 68.29 Pervious ratio(Ap) = 0.4760 Max loss rate(Fm)= 0.266(In/Hr) Rainfall intensity = 3.519(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 12.15 min. Rain intensity = 3.52(In/Hr) Total area this stream = 567.94(Ac.) Total Study Area (Main Stream No. 1) = 567.94(Ac.) Total runoff = 1895.24(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 90.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1028.200(Ft.) Downstream point elevation = 1022.300(Ft.) Channel length thru subarea = 1320.000(Ft.) Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 1895.240(CFS) Depth of flow = 8.375(Ft.), Average velocity = 16.165(Ft/s) Channel flow top width = 14.000(Ft.) Flow Velocity = 16.16(Ft/s) Travel time = 1.36 min. Y MM Time of concentration = 13.51 min. Critical depth = 8.250(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 567.940(Ac.) Runoff from this stream = 1895.240(CFS) Time of concentration = 13.51 min. Rainfall intensity = 3.302(In/Hr) Area averaged loss rate (Fm) = 0.2660(In/Hr) Area averaged Pervious ratio (Ap) = 0.4760 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.05 Pervious ratio(Ap) = 0.1950 Max loss rate(Fm)= 0.143(In/Hr) Rainfall intensity = 2.534(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 21.01 min. Rain intensity = 2.53(In/Hr) Total area this stream = 76.69(Ac.) Total Study Area (Main Stream No. 1) = 644.63(Ac.) Total runoff = 174.40(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 76.690(Ac.) Runoff from this stream = 174.400(CFS) Time of concentration = 21.01 min. Rainfall intensity = 2.534(In/Hr) Area averaged loss rate (Fm) = 0.1430(In/Hr) Area averaged Pervious ratio (Ap) = 0.1950 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 616.000 to Point/Station 617.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1540.000(Ft.) '✓ Bottom (of initial area) elevation = 1160.000(Ft.) , 00 4 - Difference in elevation = 380.000(Ft.) Slope = 0.38000 s(%)= 38.00 wr. TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.097 min. Rainfall intensity = 3.933(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.808 Subarea runoff = 22.235(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 617.000 to Point/Station 618.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 50.822(CFS) Depth of flow = 0.559(Ft.), Average velocity = 5.412(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 5.00 2 150.00 0.00 3 300.00 5.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 50.822(CFS) ' ' flow top width = 33.568(Ft.) velocity= 5.412(Ft/s) area = 9.390(Sq.Ft) wwrI I Froude number = 1.803 Upstream point elevation = 1160.000(Ft.) Downstream point elevation = 1080.000(Ft.) Flow length = 900.000(Ft.) Travel time = 2.77 min. Time of concentration = 12.87 min. Depth of flow = 0.559(Ft.) Average velocity = 5.412(Ft/s) Total irregular channel flow = 50.822(CFS) Irregular channel normal depth above invert elev. = 0.559(Ft.) Average velocity of channel(s) = 5.412(Ft/s) Sub -Channel No. 1 Critical depth = 0.711(Ft.) Critical flow top width = 42.656(Ft.) ' Critical flow velocity= 3.352(Ft/s) ' Critical flow area = 15.163(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.400(In/Hr) for a 100.0 year storm ,,.. Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.793 Subarea runoff = 45.191(CFS) for 18.000(Ac.) 300 Total runoff = 67.425(CFS) Effective area this stream = 25.00(Ac.) Total Study Area (Main Stream No. 1) = 669.63(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 618.000 to Point/Station 90.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1033.000(Ft.) Downstream point/station elevation = 1025.000(Ft.) Pipe length = 420.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 67.425(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 67.425(CFS) Normal flow depth in pipe = 19.29(In.) Flow top width inside pipe = 47.07(In.) Critical Depth = 29.74(In.) Pipe flow velocity = 14.27(Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TC) = 13.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 25.000(Ac.) Runoff from this stream = 67.425(CFS) Time of concentration = 13.36 min. Rainfall intensity = 3.325(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 619.000 to Point/Station 620.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1056.400(Ft.) Bottom (of initial area) elevation = 1051.400(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 13.137(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 3oc Initial area Fm value = 0.367(In/Hr) fir,• ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 621.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1051.400(Ft.) End of street segment elevation = 1046.000(Ft.) Length of street segment = 1070.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.706(CFS) Depth of flow = 0.496(Ft.), Average velocity = 2.405(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.41(Ft/s) Travel time = 7.41 min. TC = 25.20 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.272(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.755 Subarea runoff = 7.433(CFS) for 6.000(Ac.) Total runoff = 20.571(CFS) Effective area this stream = 12.00(Ac.) Total Study Area (Main Stream No. 1) = 681.63(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 20.571(CFS) Half street flow at end of street = 10.285(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 621.000 to Point/Station 621.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 12.000(Ac.) ' Runoff from this stream = 20.571(CFS) 3006 Time of concentration = 25.20 min. Rainfall intensity = 2.272(In/Hr) "dor Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1895.240 13.51 3.302 2 174.400 21.01 2.534 3 67.425 13.36 3.325 4 20.571 25.20 2.272 Qmax(1) _ 1.000 * 1.000 * 1895.240) + 1.321 * 0.643 * 174.400) + 0.992 * 1.000 * 67.425) + 1.541 * 0.536 * 20.571) + = 2127.344 Qmax(2) _ 0.747 * 1.000 * 1895.240) + 1.000 * 1.000 * 174.400) + 0.729 * 1.000 * 67.425) + 1.138 * 0.834 * 20.571) + = 1658.626 Qmax(3) _ 1.007 * 0.989 * 1895.240) + 1.331 * 0.636 * 174.400) + 1.000 * 1.000 * 67.425) + 1.553 * 0.530 * 20.571) + = 2119.761 0.661 * 1.000 * 1895.240) + 0.890 * 1.000 * 174.400) + 0.640 * 1.000 * 67.425) + 1.000 * 1.000 * 20.571) + = 1470.906 Total of 4 streams to confluence: Flow rates before confluence point: 1895.240 174.400 67.425 20.571 Maximum flow rates at confluence using above data: 2127.344 1658.626 2119.761 1470.906 Area of streams before confluence: 567.940 76.690 25.000 12.000 Effective area values after confluence: 648.690 679.633 641.695 681.630 Results of confluence: Total flow rate = 2127.344(CFS) Time of concentration = 13.511 min. Effective stream area after confluence = 648.690(Ac.) Stream Area average Pervious fraction(Ap) = 0.464 Stream Area average soil loss rate(Fm) = 0.259(In/Hr) Study area (this main stream) = 681.63(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 91.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1022.300(Ft.) Downstream point elevation = 1013.100(Ft.) r Channel length thru subarea = 1320.000(Ft.) 3004 Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 2127.344(CFS) Depth of flow = 7.720(Ft.), Average velocity = 19.682(Ft/s) Channel flow top width = 14.000(Ft.) Flow Velocity = 19.68(Ft/s) Travel time = 1.12 min. Time of concentration = 14.63 min. Critical depth = 9.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 648.690(Ac.) Runoff from this stream = 2127.344(CFS) Time of concentration = 14.63 min. Rainfall intensity = 3.148(In/Hr) Area averaged loss rate (Fm) = 0.2590(In/Hr) Area averaged Pervious ratio (Ap) = 0.4640 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 53.21 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.385(In/Hr) Rainfall intensity = 2.453(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 22.18 min. Rain intensity = 2.45(In/Hr) Total area this stream = 75.26(Ac.) Total Study Area (Main Stream No. 1) = 756.89(Ac.) Total runoff = 144.59(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 75.260(Ac.) Runoff from this stream = 144.590(CFS) Time of concentration = 22.18 min. Rainfall intensity = 2.453(In/Hr) Area averaged loss rate (Fm) = 0.3850(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 638.000 to Point/Station 639.000 r **** INITIAL AREA EVALUATION **** UNDEVELOPED (poor cover) subarea 5007 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1900.000(Ft.) Bottom (of initial area) elevation = 1540.000(Ft.) Difference in elevation = 360.000(Ft.) Slope = 0.36000 s(%)= 36.00 TC = k(0.525)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.207 min. Rainfall intensity = 3.907(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.807 Subarea runoff = 31.535(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 639.000 to Point/Station 640.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 63.070(CFS) Depth of flow = 0.843(Ft.), Average velocity = 17.738(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- '"�' Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 20.00 2 100.00 0.00 3 200.00 20.00 Manning's 'N' friction factor = 0.035 ----------------------------------------------------------------- Sub-Channel flow = 63.070(CFS) flow top width = 8.433(Ft.) ' velocity= 17.738(Ft/s) ' area = 3.556(Sq.Ft) ' Froude number = 4.814 Upstream point elevation = 1540.000(Ft.) Downstream point elevation = 1200.000(Ft.) Flow length = 600.000(Ft.) Travel time = 0.56 min. Time of concentration = 10.77 min. Depth of flow = 0.843(Ft.) Average velocity = 17.738(Ft/s) Total irregular channel flow = 63.070(CFS) Irregular channel normal depth above invert elev. = 0.843(Ft.) Average velocity of channel(s) = 17.738(Ft/s) Sub -Channel No. 1 Critical depth = 1.578(Ft.) ' Critical flow top width = 15.781(Ft.) ' Critical flow velocity= 5.065(Ft/s) ' Critical flow area = 12.452(Sq.Ft) Adding area flow to channel `%W UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 '�rrr Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.783(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.804 Subarea runoff = 59.721(CFS) for 20.000(Ac.) Total runoff = 91.255(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 786.89(Ac.) Area averaged Fm value = 0.404(In/Hr) 6N, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 640.000 to Point/Station 641.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 155.134(CFS) Depth of flow = 0.682(Ft.), Average velocity = 6.663(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 4.00 2 200.00 0.00 3 400.00 4.00 Manning's 'N' friction factor = 0.035 Sub -Channel flow = 155.134(CFS) ' flow top width = 68.238(Ft.) ' velocity= 6.663(Ft/s) ' area = 23.282(Sq.Ft) ' Froude number = 2.010 Upstream point elevation = 1200.000(Ft.) Downstream point elevation = 1045.000(Ft.) Flow length = 1500.000(Ft.) Travel time = 3.75 min. Time of concentration = 14.52 min. Depth of flow = 0.682(Ft.) Average velocity = 6.663(Ft/s) Total irregular channel flow = 155.134(CFS) Irregular channel normal depth above invert elev. = 0.682(Ft.) Average velocity of channel(s) = 6.663(Ft/s) Sub -Channel No. 1 Critical depth = 0.902(Ft.) ' Critical flow top width = 90.234(Ft.) ' Critical flow velocity= 3.811(Ft/s) Critical flow area = 40.711(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 78.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.404(In/Hr) 500 3e, c Rainfall intensity = 3.162(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified ,,.. rational method)(Q=KCIA) is C = 0.785 Subarea runoff = 87.510(CFS) for 42.000(Ac.) Total runoff = 178.765(CFS) Effective area this stream = 72.00(Ac.) Total Study Area (Main Stream No. 1) = 828.89(Ac.) Area averaged Fm value = 0.404(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 641.000 to Point/Station 91.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1035.000(Ft.) Downstream point/station elevation = 1015.400(Ft.) Pipe length = 450.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 178.765(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 178.765(CFS) Normal flow depth in pipe = 29.77(In.) Flow top width inside pipe = 38.17(In.) Critical depth could not be calculated. Pipe flow velocity = 24.50(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 14.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 91.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 72.000(Ac.) Runoff from this stream = 178.765(CFS) Time of concentration = 14.83 min. Rainfall intensity = 3.123(In/Hr) Area averaged loss rate (Fm) = 0.4035(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 642.000 to Point/Station 643.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1042.000(Ft.) Bottom (of initial area) elevation = 1037.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. .r Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm 36 it Effective runoff coefficient used for area (Q=KCIA) is C = 0.782 Subarea runoff = 13.137(CFS) 1*46.1 Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 643.000 to Point/Station 644.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1037.000(Ft.) End of street segment elevation = 1031.000(Ft.) Length of street segment = 1200.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 21.896(CFS) Depth of flow = 0.510(Ft.), Average velocity = 2.501(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: 4ww Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.50(Ft/s) Travel time = 8.00 min. TC = 25.79 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.241(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.725 Subarea runoff = 9.594(CFS) for 8.000(Ac.) Total runoff = 22.732(CFS) Effective area this stream = 14.00(Ac.) Total Study Area (Main Stream No. 1) = 842.89(Ac.) Area averaged Fm value = 0.437(In/Hr) Street flow at end of street = 22.732(CFS) Half street flow at end of street = 11.366(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ,,..,++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ `rrrr Process from Point/Station 644.000 to Point/Station 644.000 **** CONFLUENCE OF MINOR STREAMS **** 30 Along Main Stream number: 1 in normal stream number 4 Stream flow area = 14.000(Ac.) Runoff from this stream = 22.732(CFS) Time of concentration = 25.79 min. Rainfall intensity = 2.241(In/Hr) Area averaged loss rate (Fm) = 0.4366(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 645.000 to Point/Station 646.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1042.000(Ft.) Bottom (of initial area) elevation = 1037.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.743 Subarea runoff = 12.479(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 646.000 to Point/Station 647.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1037.000(Ft.) End of street segment elevation = 1031.000(Ft.) Length of street segment = 1200.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.758(CFS) Depth of flow = 0.497(Ft.), Average velocity = 2.401(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Sot' Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.40(Ft/s) Travel time = 8.33 min. TC = 26.12 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.224(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.702 Subarea runoff = 7.816(CFS) for 7.000(Ac.) Total runoff = 20.295(CFS) Effective area this stream = 13.00(Ac.) Total Study Area (Main Stream No. 1) = 855.89(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 20.295(CFS) Half street flow at end of street = 10.148(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 647.000 to Point/Station 647.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 5 Stream flow area = 13.000(Ac.) Runoff from this stream = 20.295(CFS) Time of concentration = 26.12 min. Rainfall intensity = 2.224(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2127.344 14.63 3.148 2 144.590 22.18 2.453 3 178.765 14.83 3.123 4 22.732 25.79 2.241 5 20.295 26.12 2.224 Qmax(1) _ 1.000 * 1.000 * 2127.344) + 1.336 * 0.660 * 144.590) + 1.009 * 0.987 * 178.765) + 1.503 * 0.567 * 22.732) + 1.533 * 0.560 * 20.295) + = 2469.619 Qmax(2) _ 0.759 * 1.000 * 2127.344) + 1.000 * 1.000 * 144.590) + 0.754 * 1.000 * 178.765) + 1.117 * 0.860 * 22.732) + ww^ 1.132 * 0.849 * 20.295) + = 1935.762 301; �0 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 784.579(Ac.) Runoff from this stream = 2469.619(CFS) Time of concentration = 15.74 min. Rainfall intensity = 3.013(In/Hr) Area averaged loss rate (Fm) = 0.2898(In/Hr) Area averaged Pervious ratio (Ap) = 0.5154 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 650.000 to Point/Station 651.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1040.300(Ft.) Bottom (of initial area) elevation = 1033.600(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.00670 s(%)= 0.67 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.778 min. Rainfall intensity = 2.900(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.748 Subarea runoff = 10.850(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 651.000 to Point/Station 652.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1033.600(Ft.) End of street segment elevation = 1031.400(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 •. Estimated mean flow rate at midpoint of street = 16.274(CFS) Depth of flow = 0.449(Ft.), Average velocity = 2.543(Ft/s) Streetflow hydraulics at midpoint of street travel: 301E Halfstreet flow width = 17.686(Ft.) 000ft- Flow velocity = 2.54(Ft/s) ilowe Travel time = 2.16 min. TC = 18.94 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.696(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.737 Subarea runoff = 9.019(CFS) for 5.000(Ac.) Total runoff = 19.868(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 865.89(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 19.868(CFS) Half street flow at end of street = 9.934(CFS) Depth of flow = 0.477(Ft.), Average velocity = 2.672(Ft/s) Flow width (from curb towards crown)= 19.096(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 652.000 to Point/Station 653.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1031.400(Ft.) End of street segment elevation = 1026.000(Ft.) Length of street segment = 750.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 30.795(CFS) Depth of flow = 0.532(Ft.), Average velocity = 3.197(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.20(Ft/s) Travel time = 3.91 min. TC = 22.85 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.409(In/Hr) for a 100.0 year storm 301 4 Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.717 Subarea runoff = 16.427(CFS) for 11.000(Ac.) Total runoff = 36.295(CFS) Effective area this stream = 21.00(Ac.) Total Study Area (Main Stream No. 1) = 876.89(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 36.295(CFS) Half street flow at end of street = 18.147(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 653.000 to Point/Station 654.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1026.000(Ft.) End of street segment elevation = 1023.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 1100`' Gutter width = 1.500(Ft.) *400, Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 45.801(CFS) Depth of flow = 0.842(Ft.), Average velocity = 3.099(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 8.76(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 37.341(Ft.) Flow velocity = 3.10(Ft/s) Travel time = 3.55 min. TC = 26.40 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.209(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.701 Subarea runoff = 13.253(CFS) for 11.000(Ac.) Total runoff = 49.548(CFS) Effective area this stream = 32.00(Ac.) Total Study Area (Main Stream No. 1) = 887.89(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 49.548(CFS) " Half street flow at end of street = 49.548(CFS) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 13.42(Ft.) Flow width (from curb towards crown)= 42.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 654.000 to Point/Station 654.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 32.000(Ac.) Runoff from this stream = 49.548(CFS) Time of concentration = 26.40 min. Rainfall intensity = 2.209(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2469.619 15.74 3.013 2 49.548 26.40 2.209 Qmax(1) _ 1.000 * 1.000 * 2469.619) + 1.467 * 0.596 * 49.548) + = 2512.965 Qmax(2) _ 0.705 * 1.000 * 2469.619) + 1.000 * 1.000 * 49.548) + = 1790.494 . Total of 2 streams to confluence: Flow rates before confluence point: 2469.619 49.548 Maximum flow rates at confluence using above data: 2512.965 1790.494 Area of streams before confluence: 784.579 32.000 Effective area values after confluence: 803.662 816.579 Results of confluence: Total flow rate = 2512.965(CFS) Time of concentration = 15.744 min. Effective stream area after confluence = 803.662(Ac.) Stream Area average Pervious fraction(Ap) = 0.515 Stream Area average soil loss rate(Fm) = 0.298(In/Hr) Study area (this main stream) = 816.58(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 93.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 1006.400(Ft.) Downstream point elevation = 1005.500(Ft.) Channel length thru subarea = 450.000(Ft.) Channel base width = 14.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 3oif Maximum depth of channel = 9.000(Ft.) .A""" Flow(q) thru subarea = 2512.965(CFS) Pressure flow condition in covered channel: Wetted perimeter = 46.00(Ft.) Flow area = 126.00(Sq.Ft) Hydraulic grade line required at box inlet = 7.596(Ft.) Friction loss = 8.496(Ft.) Minor Friction loss = 0.000(Ft.) K -Factor = 0.000 Flow Velocity = 19.94(Ft/s) Travel time = 0.38 min. Time of concentration = 16.12 min. End of computations, Total Study Area = 887.89 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.513 Area averaged SCS curve number = 64.6 N on .INE "DZ -6 a 310( San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/06/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -6 HYDROLOGY 100 YEAR STORM JN 04339 Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 715.000 **** INITIAL AREA EVALUATION **** vow" COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1104.000(Ft.) Bottom (of initial area) elevation = 1092.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01200 s(%)= 1.20 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.669 min. Rainfall intensity = 3.606(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 22.101(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 716.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1092.000(Ft.) End of street segment elevation = 1089.000(Ft.) Length of street segment = 800.000(Ft.) 3102 W401- Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) ,.. Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 39.465(CFS) Depth of flow = 0.632(Ft.), Average velocity = 2.897(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.90(Ft/s) Travel time = 4.60 min. TC = 16.27 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.954(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870 `'�wr✓' Subarea runoff = 24.165(CFS) for 11.000(Ac.) Total runoff = 46.266(CFS) Effective area this stream = 18.00(Ac.) Total Study Area (Main Stream No. 1) = 18.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 46.266(CFS) Half street flow at end of street = 23.133(CFS) Depth of flow = 0.666(Ft.), Average velocity = 3.085(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++.}.+++{.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 716.000 to Point/Station 717.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1089.000(Ft.) End of street segment elevation = 1081.500(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 ow Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) V"W Manning's N in gutter = 0.0150 3103 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.840(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 37.258(Ft.) Flow velocity = 4.89(Ft/s) Travel time = 2.25 min. TC = 18.52 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 71.969(CFS) 4.894(Ft/s) 8.67(Ft.) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.733(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.868 Subarea runoff = 43.861(CFS) for 20.000(Ac.) Total runoff = 90.127(CFS) Effective area this stream = 38.00(Ac.) Total Study Area (Main Stream No. 1) = 38.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 90.127(CFS) Half street flow at end of street = 90.127(CFS) Depth of flow = 0.901(Ft.), Average velocity = 5.099(Ft/s) �.... Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 11.71(Ft.) Sk., Flow width (from curb towards crown)= 40.290(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 717.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1075.000(Ft.) Downstream point/station elevation = 1061.000(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 90.127(CFS) Given pipe size = 36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 7.857(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 18.070(Ft.) Minor friction loss = 3.787(Ft.) K -factor = 1.50 Pipe flow velocity = 12.75(Ft/s) Travel time through pipe = 1.29 min. Time of concentration (TC) = 19.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 38.000(Ac.) Runoff from this stream = 90.127(CFS) Time of concentration = 19.81 min. 3 ►04 Rainfall intensity = 2.625(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 718.000 to Point/Station 719.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0.098(In/Hr) Max loss rate(Fm)= Pervious ratio(Ap) = 0.1000 Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1082.000(Ft.) Bottom (of initial area) elevation = 1075.000(Ft.) Difference in elevation = 7.00000(Ft.) Slope = 0.00700 s(%)= = k(0.304)*((length^3)/(elevation change) ]^0.2 TC Initial area time of concentration = 12.997 min. 3.380(In/Hr) for a 100.0 year storm Rainfall intensity = Effective runoff coefficient used for area (Q=KCIA) is C = 0.874 Subarea runoff = 14.770(CFS) 5.000(Ac.) = Total initial stream area Pervious area fraction = 0.100 0.098 (In/Hr) Initial area Fm value = ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ from Point/Station 719.000 to Point/Station 720.000 Process **** **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1075.000(Ft.) 1073.300(Ft.) End of street segment elevation = 330.000(Ft.) Length of street segment = Height of curb above gutter flowline _ 8.0(In.) Width of half street (curb to crown) 20.000(Ft.) grade break = 18.500(Ft.) Distance from crown to crossfall Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) ofstreet = 000(Ft.) Distance from curb to property line (linee = 0.020 to Slope from curb property Gutter width = 1.500(Ft.) hike from flowline = 1.500(In.) Gutter Manning's N in gutter = 0.0150 to break = 0.0150 Manning's N from gutter grade Manning's N from grade break to crown = 0.0150 22.155(CFS) Estimated mean flow rate at midpoint of street = velocity = 2.535(Ft/s) Depth of flow = 0.510(Ft.), Average Note: depth of flow exceeds top of street crown. midpoint of street travel: Streetflow hydraulics at Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.54(Ft/s) TC = 15.17 min. Travel time = 2.17 min. Adding area flow to street COMMERCIAL subarea type 3 105 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 `ftw Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 3.081(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871 Subarea runoff = 12.079(CFS) for 5.000(Ac.) Total runoff = 26.849(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 48.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 26.849(CFS) Half street flow at end of street = 13.424(CFS) Depth of flow = 0.537(Ft.), Average velocity = 2.737(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station 721.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1073.300(Ft.) End of street segment elevation = 1070.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 40.273(CFS) Depth of flow = 0.608(Ft.), Average velocity = 3.185(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.19(Ft/s) Travel time = 3.45 min. TC = 18.62 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.724(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified �. rational method)(Q=KCIA) is C = 0.868 Subarea runoff = 20.426(CFS) for 10.000(Ac.) Total runoff = 47.275(CFS) 3104 Effective area this stream = 20.00(Ac.) do"°"' Total Study Area (Main Stream No. 1) = 58.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 47.275(CFS) Half street flow at end of street = 23.638(CFS) Depth of flow = 0.640(Ft.), Average velocity = 3.394(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 721.000 to Point/Station 722.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1070.000(Ft.) End of street segment elevation = 1068.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 00ft,- Estimated mean flow rate at midpoint of street = 59.094(CFS) %we Depth of flow = 0.871(Ft.), Average velocity = 3.649(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 10.24(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 38.824(Ft.) Flow velocity = 3.65(Ft/s) Travel time = 1.51 min. TC = 20.13 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.600(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.838 Subarea runoff = 18.082(CFS) for 10.000(Ac.) Total runoff = 65.357(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 68.00(Ac.) Area averaged Fm value = 0.179(In/Hr) Street flow at end of street = 65.357(CFS) Half street flow at end of street = 65.357(CFS) Depth of flow = 0.899(Ft.), Average velocity = 3.719(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 11.61(Ft.) Flow width (from curb towards crown)= 40.194(Ft.) 3 t o' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 722.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 65.357(CFS) Time of concentration = 20.13 min. Rainfall intensity = 2.600(In/Hr) Area averaged loss rate (Fm) = 0.1793(In/Hr) Area averaged Pervious ratio (Ap) = 0.1833 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 90.127 19.81 2.625 2 65.357 20.13 2.600 Qmax(1) _ 1.000 * 1.000 * 90.127) + 1.010 * 0.984 * 65.357) + = 155.120 Qmax(2) _ 0.990 * 1.000 * 90.127) + 1.000 * 1.000 * 65.357) + = 154.606 Total of 2 streams to confluence: Flow rates before confluence point: 90.127 65.357 Maximum flow rates at confluence using above data: 155.120 154.606 Area of streams before confluence: 38.000 30.000 Effective area values after confluence: 67.532 68.000 Results of confluence: Total flow rate = 155.120(CFS) Time of concentration = 19.813 min. Effective stream area after confluence = 67.532(Ac.) Stream Area average Pervious fraction(Ap) = 0.137 Stream Area average soil loss rate(Fm) = 0.134(In/Hr) Study area (this main stream) = 68.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1061.000(Ft.) Downstream point/station elevation = 1048.200(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 155.120(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 30.274(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 34.930(Ft.) Minor friction loss = 8.144(Ft.) K -factor = 1.50 Pipe flow velocity = 18.70(Ft/s) Travel time through pipe = 0.88 min. 3101 Time of concentration (TC) = 20.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 34.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 67.532(Ac.) Runoff from this stream = 155.120(CFS) Time of concentration = 20.70 min. Rainfall intensity = 2.557(In/Hr) Area averaged loss rate (Fm) = 0.1337(In/Hr) Area averaged Pervious ratio (Ap) = 0.1368 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 723.000 to Point/Station 724.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1072.000(Ft.) Bottom (of initial area) elevation = 1066.600(Ft.) .. Difference in elevation = 5.400(Ft.) Slope = 0.00540 s(%)= 0.54 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.212 min. Rainfall intensity = 2.960(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.796 Subarea runoff = 11.781(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 724.000 to Point/Station 725.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1066.600(Ft.) End of street segment elevation = 1063.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 ,a•Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 81 n` Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 17.672(CFS) Depth of flow = 0.474(Ft.), Average velocity = 2.407(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.973(Ft.) Flow velocity = 2.41(Ft/s) Travel time = 4.57 min. TC = 20.78 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0.342(In/Hr) Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= Rainfall intensity = 2.550(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.779 Subarea runoff = 8.093(CFS) for 5.000(Ac.) Total runoff = 19.874(CFS) Effective area this stream = 10.00(Ac•)78.00(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 19.874(CFS) Half street flow at end of street = 9.937(CFS) Depth of flow = 0.492(Ft.), Average velocity = 2.478(Ft/s) Flow width (from curb towards crown)= 19.847(Ft.) Process from Point/Station 725.000 to Point/Station* 729.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1063.000(Ft.) End of street segment elevation = 1056.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break002040.500(Ft.) . Slope from gutter to grade break (v/hz) _ 0.020 Slope from grade break to crown (v/hz) - Street flow is on [1) side(s) of the street Distance from curb to property line = 13.000020.) Slope from curb to property line (v/hz) _ Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.874(CFS) Depth of flow = 0.558(Ft.), Average velocity = 3.653(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 23.171(Ft.) Flow velocity = 3.65(Ft/s) Travel time = 3.01 min. TC = 23.79 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B =0.000 Decimal fraction soil group C = 0.000 3I1c Decimal fraction soil group D = 0.000 Aow. SCS curve number for soil(AMC 2) = 32.00 �%We Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.352(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.769 Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 19.874(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 78.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 19.874(CFS) Half street flow at end of street = 19.874(CFS) Depth of flow = 0.558(Ft.), Average velocity = 3.653(Ft/s) Flow width (from curb towards crown)= 23.171(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 729.000 to Point/Station 729.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 10.000(Ac.) Runoff from this stream = 19.874(CFS) Time of concentration = 23.79 min. Rainfall intensity = 2.352(In/Hr) Area averaged loss rate (Fm) = 0.3422(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ,,. Process from Point/Station 726.000 to Point/Station 727.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1069.200(Ft.) Bottom (of initial area) elevation = 1062.000(Ft.) Difference in elevation = 7.200(Ft.) Slope = 0.00720 s(%)= 0.72 TC = k(0.360)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.305 min. Rainfall intensity = 3.064(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.799 Subarea runoff = 12.249(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 727.000 to Point/Station 728.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Sill ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 728.000 to Point/Station 729.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1060.000(Ft.) End of street segment elevation = 1056.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street �._ Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Top of street segment elevation = 1062.000(Ft.) End of street segment elevation = 1060.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.374(CFS) Depth of flow = 0.472(Ft.), Average velocity = 2.528(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.873(Ft.) Flow velocity = 2.53(Ft/s) Travel time = 2.18 min. TC = 17.48 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.829(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.791 Subarea runoff = 10.136(CFS) for 5.000(Ac.) Total runoff = 22.385(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 88.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 22.385(CFS) Half street flow at end of street = 11.192(CFS) Depth of flow = 0.501(Ft.), Average velocity = 2.674(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 728.000 to Point/Station 729.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1060.000(Ft.) End of street segment elevation = 1056.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street �._ Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.572(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.99(Ft/s) Travel time = 3.68 min. TC = 21.16 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 33.577(CFS) 2.991(Ft/s) Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.523(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.778 Subarea runoff = 16.871(CFS) for 10.000(Ac.) Total runoff = 39.255(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 98.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 39.255(CFS) Half street flow at end of street = 19.628(CFS) ,,.., Depth of flow = 0.600(Ft.), Average velocity = 3.182(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 729.000 to Point/Station 729.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 20.000(Ac.) Runoff from this stream = 39.255(CFS) Time of concentration = 21.16 min. Rainfall intensity = 2.523(In/Hr) Area averaged loss rate (Fm) = 0.3422(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 155.120 20.70 2.557 2 19.874 23.79 2.352 3 39.255 21.16 2.523 Qmax(1) _ 1.000 * 1.000 * 155.120) + 1.102 * 0.870 * 19.874) + 1.015 * 0.978 * 39.255) + = 213.163 dWW*1 Qmax(2) _ ,fir 0.915 * 1.000 * 155.120) + 1.000 * 1.000 * 19.874) + 0. 921 * 1.000 * 39.255) + = 198.024 `W, 0.986 * 1.000 * 155.120) + 1.085 * 0.889 * 19.874) + 1.000 * 1.000 * 39.255) + = 211.400 Total of 3 streams to confluence: Flow rates before confluence point: 155.120 19.874 39.255 Maximum flow rates at confluence using above data: 213.163 198.024 211.400 Area of streams before confluence: 67.532 10.000 20.000 Effective area values after confluence: 95.793 97.532 96.425 Results of confluence: Total flow rate = 213.163(CFS) Time of concentration = 20.696 min. Effective stream area after confluence = 95.793(Ac.) Stream Area average Pervious fraction(Ap) = 0.202 Stream Area average soil loss rate(Fm) = 0.198(In/Hr) Study area (this main stream) = 97.53(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1048.200(Ft.) Downstream point/station elevation = 1042.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 ,. No. of pipes = 1 Required pipe flow = 213.163(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 53.152(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 43.974(Ft.) Minor friction loss = 15.379(Ft.) K -factor = 1.50 Pipe flow velocity = 25.70(Ft/s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 21.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 95.793(Ac.) Runoff from this stream = 213.163(CFS) Time of concentration = 21.12 min. Rainfall intensity = 2.526(In/Hr) Area averaged loss rate (Fm) = 0.1979(In/Hr) Area averaged Pervious ratio (Ap) = 0.2024 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 730.000 to Point/Station 731.000 „., **** INITIAL AREA EVALUATION **** ` CONDOMINIUM subarea type 3114 Decimal fraction soil group A = 0.000 00m- Decimal fraction soil group B = 1.000 ,- Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1063.700(Ft.) Bottom (of initial area) elevation = 1055.800(Ft.) Difference in elevation = 7.900(Ft.) Slope = 0.00790 s(%)= 0.79 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.024 min. Rainfall intensity = 3.099(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.825 Subarea runoff = 12.788(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.257(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 731.000 to Point/Station 732.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1055.800(Ft.) End of street segment elevation = 1053.600(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) s� Width of half street (curb to crown) 20.000(Ft.) %we Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.181(CFS) Depth of flow = 0.472(Ft.), Average velocity = 2.649(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.840(Ft.) Flow velocity = 2.65(Ft/s) Travel time = 2.08 min. TC = 17.10 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 0.257(In/Hr) = 0.3500 Max loss rate(Fm)= Pervious ratio(Ap) Rainfall intensity = 2.867(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.819 Subarea runoff = 10.703(CFS) for 5.000(Ac.) Total runoff = 23.491(CFS) 3115 Effective area this stream = 10.00(Ac.) �400"- Total Study Area (Main Stream No. 1) = 108.00(Ac.) N*aw. Area averaged Fm value = 0.257(In/Hr) Street flow at end of street = 23.491(CFS) Half street flow at end of street = 11.745(CFS) Depth of flow = 0.501(Ft.), Average velocity = 2.805(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 732.000 to Point/Station 733.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1053.600(Ft.) End of street segment elevation = 1049.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 35.236(CFS) Depth of flow = 0.717(Ft.), Average velocity = 3.590(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.53(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 31.112(Ft.) Flow velocity = 3.59(Ft/s) Travel time = 3.06 min. TC = 20.16 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0.342(In/Hr) Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= Rainfall intensity = 2.597(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.796 Subarea runoff = 17.864(CFS) for 10.000(Ac.) Total runoff = 41.355(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 118.00(Ac.) Area averaged Fm value = 0.300(In/Hr) Street flow at end of street = 41.355(CFS) Half street flow at end of street = 41.355(CFS) Depth of flow = 0.759(Ft.), Average velocity = 3.655(Ft/s) Warning: depth of flow exceeds top of curb oow- Distance that curb overflow reaches into property = 4.63(Ft.) ,%MW. Flow width (from curb towards crown)= 33.211(Ft.) 311 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 733.000 to Point/Station 733.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 41.355(CFS) Time of concentration = 20.16 min. Rainfall intensity = 2.597(In/Hr) Area averaged loss rate (Fm) = 0.2996(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 213.163 21.12 2.526 2 41.355 20.16 2.597 Qmax(1) _ 1.000 * 1.000 * 213.163) + 0.969 * 1.000 * 41.355) + = 253.231 Qmax(2) _ 1.031 * 0.955 * 213.163) + 1.000 * 1.000 * 41.355) + = 251.079 Total of 2 streams to confluence: Flow rates before confluence point: 213.163 41.355 ."* Maximum flow rates at confluence using above data: 253.231 251.079 Area of streams before confluence: 95.793 20.000 Effective area values after confluence: 115.793 111.441 Results of confluence: Total flow rate = 253.231(CFS) Time of concentration = 21.124 min. Effective stream area after confluence = 115.793(Ac.) Stream Area average Pervious fraction(Ap) = 0.228 Stream Area average soil loss rate(Fm) = 0.215(In/Hr) Study area (this main stream) = 115.79(Ac.) End of computations, Total Study Area = 118.00 (Ac The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.227 Area averaged SCS curve number = 34.0 3201 LINE DZ� l M 3,201 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/07/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -7 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.000 to Point/Station 801.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1098.000(Ft.) Bottom (of initial area) elevation = 1088.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 12.102 min. Rainfall intensity = 3.528(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 18.522(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1088.000(Ft.) End of street segment elevation = 1081.000(Ft.) �wr.► Length of street segment = 820.000(Ft.) 3zo2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 803.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1081.000(Ft.) End of street segment elevation = 1075.000(Ft.), Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 33.957(CFS) Depth of flow = 0.534(Ft.), Average velocity = 3.498(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.50(Ft/s) Travel time = 3.91 min. TC = 16.01 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.983(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870 Subarea runoff = 23.020(CFS) for 10.000(Ac.) Total runoff = 41.542(CFS) Effective area this stream = 16.00(Ac.) Total Study Area (Main Stream No. 1) = 16.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 41.542(CFS) Half street flow at end of street = 20.771(CFS) Depth of flow = 0.565(Ft.), Average velocity = 3.790(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 803.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1081.000(Ft.) End of street segment elevation = 1075.000(Ft.), Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 320, Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.844(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 37.474(Ft.) Flow velocity = 4.53(Ft/s) Travel time = 2.28 min. TC = 18.29 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 67.506(CFS) 529(Ft/s) 8.89(Ft.) Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.753(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.868 Subarea runoff = 44.503(CFS) for 20.000(Ac.) Total runoff = 86.045(CFS) Effective area this stream = 36.00(Ac.) Total Study Area (Main Stream No. 1) = 36.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 86.045(CFS) Half street flow at end of street = 86.045(CFS) Depth of flow = 0.910(Ft.), Average velocity = 4.736(Ft/s) Aoft- Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 12.18(Ft.) '%r" Flow width (from curb towards crown)= 40.759(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 803.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1069.000(Ft.) Downstream point/station elevation = 1054.000(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 86.045(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 86.045(CFS) Normal flow depth in pipe = 31.41(In.) Flow top width inside pipe = 24.02(In.) Critical Depth = 33.83(In.) Pipe flow velocity = 13.16(Ft/s) Travel time through pipe = 1.25 min. Time of concentration (TC) = 19.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 36.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 36.000(Ac.) ., Runoff from this stream = 86.045(CFS) Time of concentration = 19.54 min. ,�%W' Rainfall intensity = 2.646(In/Hr) im N IN Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 804.000 to Point/Station 805.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1081.500(Ft.) Bottom (of initial area) elevation = 1071.000(Ft.) Difference in elevation = 10.500(Ft.) Slope = 0.01050 s(%)= 1.05 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.985 min. Rainfall intensity = 3.548(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 15.528(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 805.000 to Point/Station 806.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1071.000(Ft.) End of street segment elevation = 1069.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.606(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.47(Ft/s) Travel time = 4.45 min. TC = 16.44 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 31.056(CFS) 2.470(Ft/s) 320 320 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 „r Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.936(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870 Subarea runoff = 22.785(CFS) for 10.000(Ac.) Total runoff = 38.313(CFS) Effective area this stream = 15.00(Ac.) Total Study Area (Main Stream No. 1) = 51.00(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 38.313(CFS) Half street flow at end of street = 19.156(CFS) Depth of flow = 0.648(Ft.), Average velocity = 2.685(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 806.000 to Point/Station 807.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1069.000(Ft.) End of street segment elevation = 1065.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 ,%rF Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to,property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 44.698(CFS) Depth of flow = 0.549(Ft.), Average velocity = 4.336(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 4.34(Ft/s) Travel time = 1.27 min. TC = 17.71 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.808(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.837 Subarea runoff = 8.706(CFS) for 5.000(Ac.) Total runoff = 47.019(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 56.00(Ac.) Area averaged Fm value = 0.196(In/Hr) ,. Street flow at end of street = 47.019(CFS) Half street flow at end of street = 23.509(CFS) Depth of flow = 0.557(Ft.), Average velocity = 4.424(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 807.000 to Point/Station 808.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1065.000(Ft.) End of street segment elevation = 1060.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 58.774(CFS) Depth of flow = 0.750(Ft.), Average velocity = 5.364(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.15(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.732(Ft.) Flow velocity = 5.36(Ft/s) Travel time = 1.03 min. TC = 18.73 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.714(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.803 Subarea runoff = 18.351(CFS) for 10.000(Ac.) Total runoff = 65.370(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 66.00(Ac.) Area averaged Fm value = 0.293(In/Hr) Street flow at end of street = 65.370(CFS) Half street flow at end of street = 65.370(CFS) Depth of flow = 0.777(Ft.), Average velocity = 5.440(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.53(Ft.) Flow width (from curb towards crown)= 34.116(Ft.) on 3-20 3207 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ^ Process from Point/Station 808.000 to Point/Station 808.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 65.370(CFS) Time of concentration = 18.73 min. Rainfall intensity = 2.714(In/Hr) Area averaged loss rate (Fm) = 0.2933(In/Hr) Area averaged Pervious ratio (Ap) = 0.3000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 86.045 19.54 2.646 2 65.370 18.73 2.714 Qmax(1) _ 1.000 * 1.000 * 86.045) + 0.972 * 1.000 * 65.370) + = 149.570 Qmax(2) _ 1.027 * 0.958 * 86.045) + 1.000 * 1.000 * 65.370) + = 150.047 Total of 2 streams to confluence: Flow rates before confluence point: 86.045 65.370 Maximum flow rates at confluence using above data: 149.570 150.047 Area of streams before confluence: 36.000 30.000 Effective area values after confluence: 66.000 64.502 Results of confluence: Total flow rate = 150.047(CFS) Time of concentration = 18.731 min. Effective stream area after confluence = 64.502(Ac.) Stream Area average Pervious fraction(Ap) = 0.191 Stream Area average soil loss rate(Fm) = 0.187(In/Hr) Study area (this main stream) = 66.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1054.000(Ft.) Downstream point/station elevation = 1043.500(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 150.047(CFS) Given pipe size = 42.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 17.177(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 22.012(Ft.) Minor friction loss = 5.665(Ft.) K -factor = 1.50 Pipe flow velocity = 15.60(Ft/s) Travel time through pipe = 1.06 min. Time of concentration (TC) = 19.79 min. 320 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 64.502(Ac.) Runoff from this stream = 150.047(CFS) Time of concentration = 19.79 min. Rainfall intensity = 2.626(In/Hr) Area averaged loss rate (Fm) = 0.1867(In/Hr) Area averaged Pervious ratio (Ap) = 0.1909 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 809.000 to Point/Station 810.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1068.000(Ft.) Bottom (of initial area) elevation = 1061.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.00700 s(%)= 0.70 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 16.631 min. Rainfall intensity = 2.915(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.749 Subarea runoff = 10.918(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 811.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1061.000(Ft.) End of street segment elevation = 1057.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) ' Manning's N in gutter = 0.0150 v Manning's N from gutter to grade break = 0.0150 3 Zd` Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.377(CFS) Depth of flow = 0.456(Ft.), Average velocity = 2.458(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.057(Ft.) Flow velocity = 2.46(Ft/s) Travel time = 4.48 min. TC = 21.11 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.527(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.726 Subarea runoff = 7.422(CFS) for 5.000(Ac.) Total runoff = 18.341(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 76.00(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 18.341(CFS) Half street flow at end of street = 9.170(CFS) Depth of flow = 0.472(Ft.), Average velocity = 2.527(Ft/s) Flow width (from curb towards crown)= 18.860(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 811.000 to Point/Station 812.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1057.000(Ft.) End of street segment elevation = 1051.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 36.682(CFS) Depth of flow = 0.692(Ft.), Average velocity = 4.072(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.28(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 29.868(Ft.) Flow velocity = 4.07(Ft/s) Travel time = 2.70 min. TC = 23.81 min. Adding area flow to street SCHOOL subarea Decimal fraction soil group A = 1.000 r.w Decimal fraction soil group B = 0.000 32 (( Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In/Hr) Rainfall intensity = 2.351(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.688 Subarea runoff = 30.165(CFS) for 20.000(Ac.) Total runoff = 48.506(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 96.00(Ac.) Area averaged Fm value = 0.554(In/Hr) Street flow at end of street = 48.506(CFS) Half street flow at end of street = 48.506(CFS) Depth of flow = 0.766(Ft.), Average velocity = 4.189(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.97(Ft.) Flow width (from curb towards crown)= 33.558(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 812.000 to Point/Station 812.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 48.506(CFS) Time of concentration = 23.81 min. Rainfall intensity = 2.351(In/Hr) Area averaged loss rate (Fm) = 0.5541(In/Hr) ^- Area averaged Pervious ratio (Ap) = 0.5667 NOW, Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 150.047 19.79 2.626 2 48.506 23.81 2.351 Qmax(1) _ 1.000 * 1.000 * 150.047) + 1.154 * 0.831 * 48.506) + = 196.553 Qmax(2) _ 0.887 * 1.000 * 150.047) + 1.000 * 1.000 * 48.506) + = 181.590 Total of 2 streams to confluence: Flow rates before confluence point: 150.047 48.506 Maximum flow rates at confluence using above data: 196.553 181.590 Area of streams before confluence: 64.502 30.000 Effective area values after confluence: 89.437 94.502 Results of confluence: Total flow rate = 196.553(CFS) Time of concentration = 19.789 min. Effective stream area after confluence = 89.437(Ac.) Stream Area average Pervious fraction(Ap) = 0.310 Stream Area average soil loss rate(Fm) = 0.303(In/Hr) 3211 Study area (this main stream) = 94.50(Ac.) *MW++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1043.500(Ft.) Downstream point/station elevation = 1038.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 196.553(CFS) Given pipe size = 42.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 29.403(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 25.181(Ft.) Minor friction loss = 9.721(Ft.) K -factor = 1.50 Pipe flow velocity = 20.43(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 20.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 89.437(Ac.) Runoff from this stream = 196.553(CFS) Time of concentration = 20.33 min. `OW- Rainfall intensity = 2.584(In/Hr) *%No,. Area averaged loss rate (Fm) = 0.3033(In/Hr) Area averaged Pervious ratio (Ap) = 0.3102 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 814.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1056.600(Ft.) Bottom (of initial area) elevation = 1048.500(Ft.) Difference in elevation = 8.100(Ft.) Slope = 0.00810 s(%)= 0.81 TC = k(0.360)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 14.949 min. Rainfall intensity = 3.108(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.801 Subarea runoff = 12.445(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In/Hr) �ryrw✓ 3211, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 814.000 to Point/Station 815.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.500(Ft.) End of street segment elevation = 1047.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street 18.668(CFS) Depth of flow = 0.510(Ft.), Average velocity = 2.133(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.13(Ft/s) Travel time = 2.58 min. TC = 17.53 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.825(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.791 Subarea runoff = 9.898(CFS) for 5.000(Ac.) Total runoff = 22.343(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 106.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 22.343(CFS) Half street flow at end of street = 11.172(CFS) Depth of flow = 0.535(Ft.), Average velocity = 2.290(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 816.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1047.300(Ft.) End of street segment elevation = 1045.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) N N Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.607(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.66(Ft/s) Travel time = 4.14 min. TC = 21.67 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCSe number for soil(AMC 2) = 32.00 33.515(CFS) 2.656(Ft/s) cure Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.392 (In/Hr) Rainfall intensity = 2.487(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.776 Subarea runoff = 16.267(CFS) for 10.000(Ac.) Total runoff = 38.610(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 116.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 38.610(CFS) Half street flow at end of street = 19.305(CFS) Depth of flow = 0.635(Ft.), Average velocity = 2.809(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 816.000 to Point/Station 816.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 38.610(CFS) Time of concentration = 21.67 min. Rainfall intensity = 2.487(In/Or3422(In/Hr) Area averaged loss rate (Fm) _ Area averaged Pervious ratio (Ap) = 0.3500 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 196.553 20.33 2 38.610 21.67 Qmax(1) _ 1.000 * 1.000 Rainfall Intensity (In/Hr) 2.584 2.487 196.553) + 321? 1.045 * Qmax(2) = 0.957 * 1.000 * 0.938 * 38.610) + = 234.415 1.000 * 196.553) + 1.000 * 38.610) + = 226.785 Total of 2 streams to confluence: Flow rates before confluence point: 196.553 38.610 Maximum flow rates at confluence using above data: 234.415 226.785 Area of streams before confluence: 89.437 20.000 Effective area values after confluence: 108.199 109.437 Results of confluence: Total flow rate = 234.415(CFS) Time of concentration = 20.328 min. Effective stream area after confluence = 108.199(Ac.) Stream Area average Pervious fraction(Ap) = 0.317 Stream Area average soil loss rate(Fm) = 0.310(In/Hr) Study area (this main stream) = 109.44(Ac.) End of computations, Total Study Area = 116.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.316 Area averaged SCS curve number = 32.0 01M 32(. "DZ N �3< 3 3© t San Bernardino County Rational Hydrology Program err✓ (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/07/05 ------------------------------------------------------------------------ FONTANA / LINE DZ -5 HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 700.000 to Point/Station 701.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1104.000(Ft.) Bottom (of initial area) elevation = 1096.700(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00730 s(%)= 0.73 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.263 min. Rainfall intensity = 3.069(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 12.272(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 702.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1096.700(Ft.) End of street segment elevation = 1095.000(Ft.) 'fir► Length of street segment = 330.000(Ft.) 3 302 Height of curb above gutter flowline = 8.0(In.) A""- Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 18.408(CFS) Depth of flow = 0.485(Ft.), Average velocity = 2.380(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.485(Ft.) Flow velocity = 2.38(Ft/s) Travel time = 2.31 min. TC = 17.57 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 0.342(1 n/Hr) Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= Rainfall intensity = 2.820(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.791 Subarea runoff = 10.031(CFS) for 5.000(Ac.) Total runoff = 22.303(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 10.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 22.303(CFS) Half street flow at end of street = 11.151(CFS) Depth of flow = 0.511(Ft.), Average velocity = 2.542(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station * 703.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1095.000(Ft.) End of street segment elevation = 1092.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 ''"" Estimated mean flow rate at midpoint of street = 33.454(CFS) Depth of flow = 0.582(Ft.), Average velocity = 2.876(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.88(Ft/s) Travel time = 3.83 min. TC = 21.40 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.506(In/Hr) for a 100.0 year storm ff efficient used for area (total area with modified Effective runo -- rational method)(Q=KCIA) is C = 0.777 Subarea runoff = 16.645(CFS) for 10.000(Ac.) Total runoff = 38.948(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 20.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 38.948(CFS) Half street flow at end of street = 19.474(CFS) Depth of flow = 0.610(Ft.), Average velocity = 3.054(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 703.000 to Point/Station * 704.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1092.000(Ft.) End of street segment elevation = 1082.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 58.422(CFS) Depth of flow = 0.748(Ft.), Average velocity = 5.360(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.07(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.654(Ft.) Flow velocity = 5.36(Ft/s) Travel time = 2.05 min. TC = 23.45 min. Adding area flow to street A%W CONDOMINIUM subarea type 3303 Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.372(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.770 Subarea runoff = 34.124(CFS) for 20.000(Ac.) Total runoff = 73.072(CFS) Effective area this stream = 40.00(Ac.) Total Study Area (Main Stream No. 1) = 40.00(Ac.) Area averaged Fm value = 0.342(In/Hr) Street flow at end of street = 73.072(CFS) Half street flow at end of street = 73.072(CFS) Depth of flow = 0.806(Ft.), Average velocity = 5.532(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 6.98(Ft.) Flow width (from curb towards crown)= 35.567(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1076.000(Ft.) Downstream point/station elevation = 1066.000(Ft.) Pipe length = 1000.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 73.072(CFS) Given pipe size = 36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 4.488(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 11.999(Ft.) Minor friction loss = 2.489(Ft.) K -factor = 1.50 Pipe flow velocity = 10.34(Ft/s) Travel time through pipe = 1.61 min. Time of concentration (TC) = 25.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 40.000(Ac.) Runoff from this stream = 73.072(CFS) Time of concentration = 25.06 min. Rainfall intensity = 2.279(In/Hr) Area averaged loss rate (Fm) = 0.3422(In/Hr) Area averaged Pervious ratio (Ap) = 0.3500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 706.000 **** INITIAL AREA EVALUATION **** CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 -41ft- Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1085.700(Ft.) Bottom (of initial area) elevation = 1075.300(Ft.) Difference in elevation = 10.400(Ft.) Slope = 0.01040 s(%)= 1.04 TC = k(0.360)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.220 min. Rainfall intensity = 3.202(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 25.742(CFS) Total initial stream area = 10.000(Ac.) Pervious area fraction = 0.350 Initial area Fm value = 0.342(In/Hr) 0.342(In/Hr) year storm is C = 0.804 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 707.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1075.300(Ft.) End of street segment elevation = 1072.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.529(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.73(Ft/s) Travel time = 1.47 min. TC = 15.69 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 35.396(CFS) 3.730(Ft/s) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.018(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.795 Subarea runoff = 16.240(CFS) for 7.500(Ac.) Total runoff = 41.983(CFS) �wrw' Effective area this stream = 17.50(Ac.) 330: Total Study Area (Main Stream No. 1) = 57.50(Ac.) Area averaged Fm value = 0.353(In/Hr) Street flow at end of street = 41.983(CFS) Half street flow at end of street = 20.991(CFS) Depth of flow = 0.554(Ft.), Average velocity = 3.991(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 707.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 17.500(Ac.) Runoff from this stream = 41.983(CFS) Time of concentration = 15.69 min. Rainfall intensity = 3.018(In/Hr) Area averaged loss rate (Fm) = 0.3528(In/Hr) Area averaged Pervious ratio (Ap) = 0.4143 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 73.072 25.06 2.279 2 41.983 15.69 3.018 Qmax(1) _ 1.000 * 1.000 * 73.072) + 0.723 * 1.000 * 41.983) + = 103.413 Qmax(2) _ 1.382 * 0.626 * 73.072) + 1.000 * 1.000 * 41.983) + = 105.198 Total of 2 streams to confluence: Flow rates before confluence point: 73.072 41.983 Maximum flow rates at confluence using above data: 103.413 105.198 Area of streams before confluence: 40.000 17.500 Effective area values after confluence: 57.500 42.547 Results of confluence: Total flow rate = 105.198(CFS) Time of concentration = 15.694 min. Effective stream area after confluence = 42.547(Ac.) Stream Area average Pervious fraction(Ap) = 0.370 Stream Area average soil loss rate(Fm) = 0.345(In/Hr) Study area (this main stream) = 57.50(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1066.000(Ft.) Downstream point/station elevation = 1062.200(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 105.198(CFS) 330 Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 16.011(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 16.065(Ft.) Minor friction loss = 3.746(Ft.) K -factor = 1.50 Pipe flow velocity = 12.68(Ft/s) Travel time through pipe = 1.30 min. Time of concentration (TC) = 17.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 31.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 42.547(Ac.) Runoff from this stream = 105.198(CFS) Time of concentration = 17.00 min. Rainfall intensity = 2.878(In/Hr) Area averaged loss rate (Fm) = 0.3455(In/Hr) Area averaged Pervious ratio (Ap) = 0.3696 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 709.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 �rwr Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1072.000(Ft.) Bottom (of initial area) elevation = 1069.200(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00280 s(%)= 0.28 TC = k(0.389)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.976 min. Rainfall intensity = 2.612(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.774 Subarea runoff = 15.152(CFS) Total initial stream area = 7.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 710.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1069.200(Ft.) End of street segment elevation = 1062.600(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) 3 307 Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 w Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150. Estimated mean flow rate at midpoint of street = Depth of flow = 0.669(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 28.694(Ft.) Flow velocity = 4.26(Ft/s) Travel time = 2.58 min. TC = 22.56 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 35.354(CFS) 257(Ft/s) 0.11(Ft.) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.428(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.764 Subarea runoff = 35.855(CFS) for 20.000(Ac.) Total runoff = 51.006(CFS) .+►' Effective area this stream = 27.50(Ac.) Total Study Area (Main Stream No. 1) = 85.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 51.006(CFS) Half street flow at end of street = 51.006(CFS) Depth of flow = 0.767(Ft.), Average velocity = 4.395(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.01(Ft.) Flow width (from curb towards crown)= 33.591(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 710.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 27.500(Ac.) Runoff from this stream = 51.006(CFS) Time of concentration = 22.56 min. Rainfall intensity = 2.428(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 105.198 17.00 2.878 mow+• 2 51.006 22.56 2.428 330 low*- Qmax 1.000 * 1.000 * 105.198) + 1.218 * 0.753 * 51.006) + = 152.008 Qmax(2) _ 0.822 * 1.000 * 105.198) + 1.000 * 1.000 * 51.006) + = 137.520 Total of 2 streams to confluence: Flow rates before confluence point: 105.198 51.006 Maximum flow rates at confluence using above data: 152.008 137.520 Area of streams before confluence: 42.547 27.500 Effective area values after confluence: 63.264 70.047 Results of confluence: Total flow rate = 152.008(CFS) Time of concentration = 16.996 min. Effective stream area after confluence = 63.264(Ac.) Stream Area average Pervious fraction(Ap) = 0.421 Stream Area average soil loss rate(Fm) = 0.354(In/Hr) Study area (this main stream) = 70.05(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** �.. Upstream point/station elevation = 1056.600(Ft.) Downstream point/station elevation = 1052.000(Ft.) Pipe length = 660.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 152.008(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 25.582(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 22.362(Ft.) Minor friction loss = 7.820(Ft.) K -factor = 1.50 Pipe flow velocity = 18.32(Ft/s) Travel time through pipe = 0.60 min. Time of concentration (TC) = 17.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 32.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 63.264(Ac.) Runoff from this stream = 152.008(CFS) Time of concentration = 17.60 min. Rainfall intensity = 2.818(In/Hr) Area averaged loss rate (Fm) = 0.3539(In/Hr) Area averaged Pervious ratio (Ap) = 0.4208 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 4000, Process from Point/Station 711.000 to Point/Station 712.000 mow' **** INITIAL AREA EVALUATION **** 330 RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1069.600(Ft.) Bottom (of initial area) elevation = 1062.100(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.00750 s(%)= 0.75 TC = k(0.389)*[(length^3)/(elevation change) ]^0.2 Initial area time of concentration = 16.404 min. Rainfall intensity = 2.939(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 11.576(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) year storm is C = 0.788 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 713.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1062.100(Ft.) End of street segment elevation = 1058.000(Ft.) Length of street segment = 990.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.734(Ft.), Average velocity = Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 31.949(Ft.) Flow velocity = 2.78(Ft/s) Travel time = 5.92 min. TC = 22.33 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 28.940(CFS) 2.785(Ft/s) 3.37(Ft.) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.443(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified 33 tc rational method)(Q=KCIA) is C = 0.765 '01' Subarea runoff = 25.791(CFS) for 15.000(Ac.) ,�%W,, Total runoff = 37.367(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 105.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 37.367(CFS) Half street flow at end of street = 37.367(CFS) Depth of flow = 0.801(Ft.), Average velocity = 2.882(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 6.69(Ft Flow width (from curb towards crown)= 35.278(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 713.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 20.000(Ac.) Runoff from this stream = 37.367(CFS) Time of concentration = 22.33 min. Rainfall intensity = 2.443(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 152.008 17.60 2.818 2 37.367 22.33 2.443 Qmax(1) _ 1.000 * 1.000 * 152.008) + 1.181 * 0.788 * 37.367) + = 186.780 Qmax(2) _ 0.848 * 1.000 * 152.008) + 1.000 * 1.000 * 37.367) + = 166.226 Total of 2 streams to confluence: Flow rates before confluence point: 152.008 37.367 Maximum flow rates at confluence using above data: 186.780 166.226 Area of streams before confluence: 63.264 20.000 Effective area values after confluence: 79.025 83.264 Results of confluence: Total flow rate = 186.780(CFS) Time of concentration = 17.596 min. Effective stream area after confluence = 79.025(Ac.) Stream Area average Pervious fraction(Ap) = 0.440 Stream Area average soil loss rate(Fm) = 0.357(In/Hr) Study area (this main stream) = 83.26(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 33(! Upstream point/station elevation = 1052.000(Ft.) Downstream point/station elevation = 1041.000(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 186.780(CFS) Given pipe size = 51.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 9.185(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 16.147(Ft.) Minor friction loss = 4.038(Ft.) K -factor = 1.50 Pipe flow velocity = 13.17(Ft/s) Travel time through pipe = 1.67 min. Time of concentration (TC) = 19.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 79.025(Ac.) Runoff from this stream = 186.780(CFS) Time of concentration = 19.27 min. Rainfall intensity = 2.669(In/Hr) Area averaged loss rate (Fm) = 0.3570(In/Hr) Area averaged Pervious ratio (Ap) = 0.4398 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 `+ **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 36.98 Pervious ratio(Ap) = 0.2280 Max loss rate(Fm)= 0.215(In/Hr) Rainfall intensity = 2.526(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 21.12 min. Rain intensity = 2.53(In/Hr) Total area this stream = 115.79(Ac.) Total Study Area (Main Stream No. 1) = 220.79(Ac.) Total runoff = 253.23(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 115.790(Ac.) Runoff from this stream = 253.230(CFS) Time of concentration = 21.12 min. Rainfall intensity = 2.526(In/Hr) Area averaged loss rate (Fm) = 0.2150(In/Hr) Area averaged Pervious ratio (Ap) = 0.2280 Summary of stream data: 10po- Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) '+gra►' 331 1 186.780 19.27 2.669 2 253.230 21.12 2.526 Qmax(1) _ 1.000 * 1.000 * 186.780) + 1.062 * 0.912 * 253.230) + = 432.094 Qmax(2) _ 0.938 * 1.000 * 186.780) + 1.000 * 1.000 * 253.230) + = 428.450 Total of 2 streams to confluence: Flow rates before confluence point: 186.780 253.230 Maximum flow rates at confluence using above data: 432.094 428.450 Area of streams before confluence: 79.025 115.790 Effective area values after confluence: 184.655 194.815 Results of confluence: Total flow rate = 432.094(CFS) Time of concentration = 19.267 min. Effective stream area after confluence = 184.655(Ac.) Stream Area average Pervious fraction(Ap) = 0.314 Stream Area average soil loss rate(Fm) = 0.273(In/Hr) Study area (this main stream) = 194.81(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 38.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1041.000(Ft.) Downstream point/station elevation = 1035.000(Ft.) Pipe length = 1320.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 432.094(CFS) Given pipe size = 84.00(In.) Calculated individual pipe flow = 432.094(CFS) Normal flow depth in pipe = 69.09(In.) Flow top width inside pipe = 64.19(In.) Critical Depth = 65.62(In.) Pipe flow velocity = 12.76(Ft/s) Travel time through pipe = 1.72 min. Time of concentration (TC) = 20.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 184.655(Ac.) Runoff from this stream = 432.094(CFS) Time of concentration = 20.99 min. Rainfall intensity = 2.535(In/Hr) Area averaged loss rate (Fm) = 0.2726(In/Hr) Area averaged Pervious ratio (Ap) = 0.3139 '++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Vyr,i Process from Point/Station 38.000 to Point/Station 38.000 3313 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 31.98 Pervious ratio(Ap) = 0.3170 Max loss rate(Fm)= 0.310(In/Hr) Rainfall intensity = 2.584(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 20.33 min. Rain intensity = 2.58(In/Hr) Total area this stream = 108.20(Ac.) Total Study Area (Main Stream No. 1) = 328.99(Ac.) Total runoff = 234.42(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 38.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 108.200(Ac.) Runoff from this stream = 234.420(CFS) Time of concentration = 20.33 min. Rainfall intensity = 2.584(In/Hr) Area averaged loss rate (Fm) = 0.3100(In/Hr) Area averaged Pervious ratio (Ap) = 0.3170 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 432.094 20.99 2.535 2 234.420 20.33 2.584 Qmax(1) _ 1.000 * 1.000 * 432.094) + 0.978 * 1.000 * 234.420) + = 661.446 Qmax(2) _ 1.022 * 0.968 * 432.094) + 1.000 * 1.000 * 234.420) + = 661.993 Total of 2 streams to confluence: Flow rates before confluence point: 432.094 234.420 Maximum flow rates at confluence using above data: 661.446 661.993 Area of streams before confluence: 184.655 108.200 Effective area values after confluence: 292.855 287.037 Results of confluence: Total flow rate = 661.993(CFS) Time of concentration = 20.330 min. Effective stream area after confluence = 287.037(Ac.) Stream Area average Pervious fraction(Ap) = 0.315 Stream Area average soil loss rate(Fm) = 0.286(In/Hr) Study area (this main stream) = 292.85(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 �iw• **** PIPEFLOW TRAVEL TIME (User specified size) **** 33IZ Upstream point/station elevation = 1035.000(Ft.) Downstream point/station elevation = 1026.600(Ft.) Pipe length = 990.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 661.993(CFS) Given pipe size = 84.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 9.119(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 10.627(Ft.) Minor friction loss = 6.892(Ft.) K -factor = 1.50 Pipe flow velocity = 17.20(Ft/s) Travel time through pipe = 0.96 min. Time of concentration (TC) = 21.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 39.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 287.037(Ac.) Runoff from this stream = 661.993(CFS) Time of concentration = 21.29 min. Rainfall intensity = 2.514(In/Hr) Area averaged loss rate (Fm) = 0.2864(In/Hr) Area averaged Pervious ratio (Ap) = 0.3151 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 817.000 to Point/Station 818.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1049.000(Ft.) Bottom (of initial area) elevation = 1044.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00500 s(%)= 0.50 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.789 min. Rainfall intensity = 2.800(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.743 Subarea runoff = 10.399(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 818.000 to Point/Station 819.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1044.000(Ft.) 331} End of street segment elevation = 1042.300(Ft.) Length of street segment = 330.000(Ft.) .. Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.599(CFS) Depth of flow = 0.461(Ft.), Average velocity = 2.284(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.285(Ft.) Flow velocity = 2.28(Ft/s) Travel time = 2.41 min. TC = 20.20 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.594(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method) (Q=KCIA) is C = 0.730 Subarea runoff = 8.551(CFS) for 5.000(Ac.) Total runoff = 18.950(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 338.99(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 18.950(CFS) Half street flow at end of street = 9.475(CFS) Depth of flow = 0.489(Ft.), Average velocity = 2.397(Ft/s) Flow width (from curb towards crown)= 19.703(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 820.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1042.300(Ft.) End of street segment elevation = 1039.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crWn) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 ,�. Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 33i Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 28.425(CFS) Depth of flow = 0.548(Ft.), Average velocity = 2.774(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.77(Ft/s) Travel time = 3.97 min. TC = 24.16 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.330(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.711 Subarea runoff = 14.188(CFS) for 10.000(Ac.) Total runoff = 33.138(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 348.99(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 33.138(CFS) Half street flow at end of street = 16.569(CFS) Depth of flow = 0.572(Ft.), Average velocity = 2.948(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 820.000 to Point/Station 821.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1039.000(Ft.) End of street segment elevation = 1037.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 41.423(CFS) Depth of flow = 0.778(Ft.), Average velocity = 3.441(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 5.56(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 34.141(Ft.) w. Flow velocity = 3.44(Ft/s) Travel time = 1.60 min. TC = 25.76 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.242(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.704 Subarea runoff = 14.198(CFS) for 10.000(Ac.) Total runoff = 47.336(CFS) Effective area this stream = 30.00(Ac.) Total Study Area (Main Stream No. 1) = 358.99(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 47.336(CFS) Half street flow at end of street = 47.336(CFS) Depth of flow = 0.813(Ft.), Average velocity = 3.512(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 7.30(Ft.) Flow width (from curb towards crown)= 35.881(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 821.000 to Point/Station 821.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 30.000(Ac.) Runoff from this stream = 47.336(CFS) Time of concentration = 25.76 min. Rainfall intensity = 2.242(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 661.993 21.29 2.514 2 47.336 25.76 2.242 Qmax(1) _ 1.000 * 1.000 * 661.993) + 1.155 * 0.826 * 47.336) + = 707.176 Qmax(2) _ 0.878 * 1.000 * 661.993) + 1.000 * 1.000 * 47.336) + = 628.579 Total of 2 streams to confluence: Flow rates before confluence point: 661.993 47.336 Maximum flow rates at confluence using above data: 707.176 628.579 Area of streams before confluence: 287.037 30.000 Effective area values after confluence: 311.830 317.037 Results of confluence: Total flow rate = 707.176(CFS) 'riww✓ Time of concentration = 21.289 min. 33 0 Effective stream area after confluence = 311.830(Ac.) Stream Area average Pervious fraction(Ap) = 0.333 **AW Stream Area average soil loss rate(Fm) = 0.306(In/Hr) Study area (this main stream) = 317.04(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 40.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1026.600(Ft.) Downstream point/station elevation = 1012.800(Ft.) Pipe length = 1720.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 707.176(CFS) Given pipe size = 84.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 15.135(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 21.070(Ft.) Minor friction loss = 7.865(Ft.) K -factor = 1.50 Pipe flow velocity = 18.38(Ft/s) Travel time through pipe = 1.56 min. Time of concentration (TC) = 22.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 40.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 311.830(Ac.) .K Runoff from this stream = 707.176(CFS) Time of concentration = 22.85 min. Rainfall intensity = 2.409(In/Hr) Area averaged loss rate (Fm) = 0.3056(In/Hr) Area averaged Pervious ratio (Ap) = 0.3326 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 822.000 to Point/Station 823.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1037.700(Ft.) Bottom (of initial area) elevation = 1034.300(Ft.) Difference in elevation = 3.400(Ft.) Slope = 0.00340 s(%)= 0.34 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.216 min. Rainfall intensity = 2.673(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.735 Subarea runoff = 9.829(CFS) Total initial stream area = 5.000(Ac.) 3318 Pervious area fraction = 0.500 "^^ Initial area Fm value = 0.489(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 823.000 to Point/Station 824.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1034.300(Ft.) End of street segment elevation = 1032.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.744(CFS) Depth of flow = 0.481(Ft.), Average velocity = 1.944(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.288(Ft.) Flow velocity = 1.94(Ft/s) Travel time = 5.66 min. TC = 24.87 min. Adding area flow to street ,. RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Rainfall intensity = 2.290(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.708 Subarea runoff = 6.378(CFS) for 5.000(Ac.) Total runoff = 16.208(CFS) Effective area this stream = 10.00(Ac.) Total Study Area (Main Stream No. 1) = 368.99(Ac.) Area averaged Fm value = 0.489(In/Hr) Street flow at end of street = 16.208(CFS) Half street flow at end of street = 8.104(CFS) Depth of flow = 0.495(Ft.), Average velocity = 1.990(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 824.000 to Point/Station 825.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1032.000(Ft.) End of street segment elevation = 1027.000(Ft.) 10011` Length of street segment = 660.000(Ft.) Nwe Height of curb above gutter flowline = 8.0(In.) n1` Width of half street (curb to crown) = 42.000(Ft.) AWN"" Distance from crown to crossfall grade break = 40.500(Ft.) 1%WW. Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 24.311(CFS) Depth of flow = 0.619(Ft.), Average velocity = 3.501(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 26.217(Ft.) Flow velocity = 3.50(Ft/s) Travel time = 3.14 min. TC = 28.02 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 2.132(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.725 Subarea runoff = 14.688(CFS) for 10.000(Ac.) Total runoff = 30.896(CFS) Effective area this stream = 20.00(Ac.) Total Study Area (Main Stream No. 1) = 378.99(Ac.) Area averaged Fm value = 0.416(In/Hr) Street flow at end of street = 30.896(CFS) Half street flow at end of street = 30.896(CFS) Depth of flow = 0.670(Ft.), Average velocity = 3.706(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.17(Ft.) Flow width (from curb towards crown)= 28.751(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 825.000 to Point/Station 826.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1027.000(Ft.) End of street segment elevation = 1023.000(Ft.) Length of street segment = 750.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 42.000(Ft.) Distance from crown to crossfall grade break = 40.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 3320 IN N Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 35.530(CFS) Depth of flow = 0.755(Ft.), Average velocity = 3.190(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.39(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 32.977(Ft.) Flow velocity = 3.19(Ft/s) Travel time = 3.92 min. TC = 31.93 min. Adding area flow to street CONDOMINIUM subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.342(In/Hr) Rainfall intensity = 1.971(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.718 Subarea runoff = 5.896(CFS) for 6.000(Ac.) Total runoff = 36.792(CFS) Effective area this stream = 26.00(Ac.) Total Study Area (Main Stream No. 1) = 384.99(Ac.) Area averaged Fm value = 0.399(In/Hr) Street flow at end of street = 36.792(CFS) Half street flow at end of street = 36.792(CFS) Depth of flow = 0.764(Ft.), Average velocity = 3.204(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 4.85(Ft.) Flow width (from curb towards crown)= 33.431(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 826.000 to Point/Station 826.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 26.000(Ac.) Runoff from this stream = 36.792(CFS) Time of concentration = 31.93 min. Rainfall intensity = 1.971(In/Hr) Area averaged loss rate (Fm) = 0.3986(In/Hr) Area averaged Pervious ratio (Ap) = 0.4077 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 707.176 22.85 2.409 2 36.792 31.93 1.971 Qmax(1) _ 1.000 * 1.000 * 707.176) + 1.279 * 0.716 * 36.792) + = 740.842 Qmax(2) _ 0.792 * 1.000 * 707.176) + 1.000 * 1.000 * 36.792) + = 596.593 Total of 2 streams to confluence: *tw Flow rates before confluence point: S-32( 707.176 36.792 Maximum flow rates at confluence using above data: N,. 740.842 596.593 Area of streams before confluence: 311.830 26.000 Effective area values after confluence: 330.433 337.830 Results of confluence: Total flow rate = 740.842(CFS) Time of concentration = 22.849 min. Effective stream area after confluence = 330.433(Ac.) Stream Area average Pervious fraction(Ap) = 0.338 Stream Area average soil loss rate(Fm) = 0.313(In/Hr) Study area (this main stream) = 337.83(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 94.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1011.300(Ft.) Downstream point/station elevation = 1004.000(Ft.) Pipe length = 900.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 740.842(CFS) Given pipe size = 102.00(In.) Calculated individual pipe flow = 740.842(CFS) Normal flow depth in pipe = 66.94(In.) Flow top width inside pipe = 96.89(In.) Critical Depth = 81.68(In.) Pipe flow velocity = 18.76(Ft/s) Travel time through pipe = 0.80 min. Time of concentration (TC) = 23.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 330.433(Ac.) Runoff from this stream = 740.842(CFS) Time of concentration = 23.65 min. Rainfall intensity = 2.360(In/Hr) Area averaged loss rate (Fm) = 0.3128(In/Hr) Area averaged Pervious ratio (Ap) = 0.3383 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 827.000 to Point/Station 828.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data: Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 1023.000(Ft.) 33212 Bottom (of initial area) elevation = 1014.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01000 s(%)= 1.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.847 min. Rainfall intensity = 3.121(In/Hr) for a 100.0 Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 14.211(CFS) Total initial stream area = 6.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.489(In/Hr) year storm is C = 0.759 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 828.000 to Point/Station 828.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.000(Ac.) Runoff from this stream = 14.211(CFS) Time of concentration = 14.85 min. Rainfall intensity = 3.121(In/Hr) Area averaged loss rate (Fm) = 0.4889(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) *WW,1 740.842 23.65 2.360 %WWI 2 14.211 14.85 3.121 Qmax(1) _ 1.000 * 1.000 * 740.842) + 0.711 * 1.000 * 14.211) + = 750.946 Qmax(2) _ 1.371 * 0.628 * 740.842) + 1.000 * 1.000 * 14.211) + = 652.080 Total of 2 streams to confluence: Flow rates before confluence point: 740.842 14.211 Maximum flow rates at confluence using above data: 750.946 652.080 Area of streams before confluence: 330.433 6.000 Effective area values after confluence: 336.433 213.451 Results of confluence: Total flow rate = 750.946(CFS) Time of concentration = 23.649 min. Effective stream area after confluence = 336.433(Ac.) Stream Area average Pervious fraction(Ap) = 0.341 Stream Area average soil loss rate(Fm) = 0.316(In/Hr) Study area (this main stream) = 336.43(Ac.) End of computations, Total Study Area = 390.99 (Ac The following figures may be used for a unit hydrograph study of the same area. ,e. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. `"�wwr Area averaged pervious area fraction(Ap) = 0.343 Area averaged SCS curve number = 36.8 im IN 3323 DECL E Z- CHS.. m 34-a 3A-ot San Bernardino County Rational Hydrology Program �r (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 01/12/05 ------------------------------------------------------------------------ FONTANA / DECLEZ CHANNEL HYDROLOGY 100 YEAR STORM JN 04339 ------------------------------------------------------------------------ Hall & Forman, Inc. - SIN 950 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.930(In.) 100 Year storm 1 hour rainfall = 1.350(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.350 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 93.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** "AMW Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 66.98 Pervious ratio(Ap) = 0.5150 Max loss rate(Fm)= 0.298(In/Hr) Rainfall intensity = 2.970(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 16.12 min. Rain intensity = 2.97(In/Hr) Total area this stream = 803.66(Ac.) Total Study Area (Main Stream No. 1) = 803.66(Ac.) Total runoff = 2512.97(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 94.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1005.500(Ft.) Downstream point elevation = 1004.000(Ft.) Channel length thru subarea = 500.000(Ft.) Channel base width = 24.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 9.000(Ft.) Flow(q) thru subarea = 2512.970(CFS) Depth of flow = 7.115(Ft.), Average velocity = 14.717(Ft/s) Channel flow top width = 24.000(Ft.) ter. Flow Velocity = 14.72(Ft/s) Travel time = 0.57 min. Time of concentration = 16.69 min. 34o2 Critical depth = 7.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 803.660(Ac.) Runoff from this stream = 2512.970(CFS) Time of concentration = 16.69 min. Rainfall intensity = 2.909(In/Hr) Area averaged loss rate (Fm) = 0.2980(In/Hr) Area averaged Pervious ratio (Ap) = 0.5150 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 38.89 Pervious ratio(Ap) = 0.3410 Max loss rate(Fm)= 0.316(In/Hr) Rainfall intensity = 2.360(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 23.65 min. Rain intensity = 2.36(In/Hr) Total area this stream = 336.43(Ac.) Total Study Area (Main Stream No. 1) = 1140.09(Ac.) 4"6- Total runoff = 750.95(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 94.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 336.430(Ac.) Runoff from this stream = 750.950(CFS) Time of concentration = 23.65 min. Rainfall intensity = 2.360(In/Hr) Area averaged loss rate (Fm) = 0.3160(In/Hr) Area averaged Pervious ratio (Ap) = 0.3410 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2512.970 16.69 2.909 2 750.950 23.65 2.360 Qmax(1) _ 1.000 * 1.000 * 2512.970) + 1.269 * 0.706 * 750.950) + = 3185.200 Qmax(2) _ 0.790 * 1.000 * 2512.970) + 1.000 * 1.000 * 750.950) + = 2735.271 Total of 2 streams to confluence: Flow rates before confluence point: 2512.970 750.950 Maximum flow rates at confluence using above data: 3185.200 2735.271 Area of streams before confluence: 803.660 336.430 Effective area values after confluence: 1041.028 1140.090 Results of confluence: Total flow rate = 3185.200(CFS) Time of concentration = 16.686 min. Effective stream area after confluence = 1041.028(Ac.) Stream Area average Pervious fraction(Ap) = 0.464 Stream Area average soil loss rate(Fm) = 0.303(In/Hr) Study area (this main stream) = 1140.09(Ac.) End of computations, Total Study Area = 1140.09 (Ac The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.464 Area averaged SCS curve number = 58.7 N 340 N ♦ LAND PLANNING ♦ CIVIL ENGINEERING ♦ SURVEYING HYDRAULIC S JOB No. 64-55q BY A�69M*y DATE o O. SHT.9 9 OF ♦ LAND PLANNING ♦ CIVIL ENGINEERING ♦ SURVEYING )5'ON iamA 100 YEAR A.MC 2 JOB No. Q4 3Ss BY DATE .SHT. 3 Goo OF 360 a 00 0 'a Q � \*-I u s X01 go•rll� N; F � S d- LZ/ x5'•610/ � pC'z!o/ ob-*Lb / SS\ ------CIO a t o a- 19 —. s 6 Z OSr -`�- 40 Z o 'of'ai -d• N oc+y^^/ Eta iE • d <'600,' ( /5/%� M OF o/— -- is/ COO Iz M tin EL 'LS �£Z/ ZL7 .00/ 5_;r., -zx kj tT" N • �. �� ✓ pp/ -- -- ,IN.O433 q SIE�12A AVIV W/o pE�'FNYtor,! 3&4, 3G'a�P 47 �• 14x9 QG6 x,895 n '+o a v a' �N Ca 7 (' M' hod �fZ I � OI M� A tit C, 226) I�enQQ 208 ewe ed Sr4,crr�4 Ar�+p OZ -Z C5�3) — A v " N a l02'' RSP Tl FONTANA / DECLEZ CHANNEL W/O DETENTION (AMC2) 0 T2 100 YEAR STORM T3 JN 04339 1002.670 SO 23300.0001002.670 1 R 24100.0001005.070 1 .014 .000 .000 JX 0 24100.0101005.070 1 2 .014 672.000 1005.070 •0 .000 R 24242.1201005.500 1 .014 .000 WX 24242.1201005.500 3 R 24242.1301005.500 3 .013 .000 .000 0 SH 24242.1301005.500 3 1005.500 CD 1 2 0 .000 11.000 24.000 .000 .000 .00 CD 2 4 1 .000 9.000 .000 .000 .000 .00 CD 3 3 0 .000 9.000 14.000 .000 .000 .00 Q 2513.000 .0 10 to R R o%, FILE: DECLEZOCH.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-16-2005 Time:11:14:19 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(6) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 2 0 .000 11.000 24.000 .00 CD 2 4 1 9.000 CD 3 3 0 .000 9.000 14.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / DECLEZ CHANNEL W/O DETENTION (AMC2) 0 HEADING LINE NO 2 IS - 100 YEAR STORM HEADING LINE NO 3 IS - JN 04339 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 23300.000 1002.670 1 1002.670 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24100.000 1005.070 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 24100.010 1005.070 1 2 0 .014 672.000 .000 1005.070 .000 .000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24242.120 1005.500 1 .014 .000 .000 .000 0 ELEMENT NO 5 IS A WALL EXIT U/S DATA STATION INVERT SECT 24242.120 1005.500 3 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 24242.130 1005.500 3 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 24242.130 1005.500 3 1005.500 FILE: DECLEZOCH.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time:11:14: 1 FONTANA / DECLEZ CHANNEL W/O DETENTION (AMC2) 0 100 YEAR STORM JN 04339 I Invert I Depth I Water l 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Eleni ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 23300.000 1002.670 8.016 1010.686 3185.00 16.56 4.26 1014.94 .00 8.18 24.00 11.000 24.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 739.422 .0030 .0030 2.22 8.02 1.03 8.02 .014 .00 .00 RECTANG I I I I I I I I I I I I I 24039.420 1004.888 8.016 1012.904 3185.00 16.56 4.26 1017.16 .00 8.18 24.00 11.000 24.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 60.578 .0030 .0029 .18 8.02 1.03 8.02 .014 .00 .00 RECTANG I I I I I I I I I I I I I 24100.000 1005.070 8.179 1013.249 3185.00 16.22 4.09 1017.34 .00 8.18 24.00 11.000 24.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0018 .00 8.18 1.00 .014 .00 .00 RECTANG I I I I I I I I I I I I I 24100.010 1005.070 10.961 1016.031 2513.00 9.55 1.42 1017.45 .00 6.98 24.00 11.000 24.000 .00 0 .0 -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- 1- 142.109 .0030 .0008 .12 10.96 .51 6.76 .014 .00 .00 RECTANG I I I I I I I I I I I I I 24242.120 1005.500 10.532 1016.032 2513.00 9.94 1.53 1017.57 .00 6.98 24.00 11.000 24.000 .00 0 .0 WALL EXIT I I I I I I I I I I I I I 24242.120 1005.500 10.532 1016.032 2513.00 19.94 6.18 1022.21 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .012 .0000 .0079 .00 10.53 1.17 .00 .013 .00 .00 BOX I I I I I I I I I I I I I 24242.130 1005.500 10.532 1016.032 2513.00 19.94 6.18 1022.21 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3605 T1 FONTANA / JURUPA AVE. 14'x 9' RCB W/O DETENTION (AMC2) 1010- 0 T2 100 YEAR STORM T3 JN 04339 SO 7990.5001005.500 1 1016.140 R 8003.0701005.530 1 .013 .000 .000 0 R 8143.7401005.810 1 .013 -89.554 .000 0 R 8600.0001006.720 1 .013 .000 .000 0 R 9200.0001009.720 1 .013 .000 .000 0 JX 9200.0101009.720 1 2 .013 43.000 1013.220 -45.0 .000 R 9680.0001012.120 1 .013 .000 .000 0 R 9770.0001012.930 1 .013 .000 .000 0 JX 9770.0101012.930 1 2 .013 37.000 1015.400 45.0 .000 R 9770.0201012.930 1 .013 .000 .000 0 JX 9770.0301012.930 1 3 .013 179.000 1015.400 45.0 .000 R 9790.0001013.090 1 .013 .000 .000 0 JX 9790.0101013.090 1 4 .013 127.000 1014.500 -45.0 .000 R 10700.0001019.670 1 .013 .000 .000 0 R 11000.0001021.870 1 .013 .000 .000 0 R 11108.0001022.300 1 .013 .000 .000 JX 0 11108.0101022.300 1 5 6.013 84.000 148.0001025.0001025.000 45.0-45.0 ..000 R 12357.7301027.300 1 .013 .000 .000 R 0 12503.4001027.860 1 .013 -39.369 .000 JX 0 12503.4101028.860 8 7 1.013 62.000 895.0001029.9201027.860 45.0 .0 .000 R 12528.3001028.900 8 .013 30:000 .000 0 SH 12528.3001028.900 8 1028.900 CD 1 3 0 .000 9.000 14.000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 3.500 .000 .000 .000 .00 CD 4 4 1 .000 5.000 .000 .000 .000 .00 CD 5 4 1 .000 4.000 .000 .000 .000 .00 CD 6 4 1 .000 4.500 .000 .000 .000 .00 CD 7 4 1 .000 4.000 .000 .000 .000 .00 CD 8 4 1 .000 8.000 .000 .000 .000 .00 Q 938.000 .0 z m FILE: JURUPARCB.WSW W S P G W - EDIT LISTING - Version 14.05 Date: 1-16-2005 Time:11:30:22 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 3 0 .000 9.000 14.000 .000 .000 .00 CD 2 4 1 3.000 CD 3 4 1 3.500 CD 4 4 1 5.000 CD 5 4 1 4.000 CD 6 4 1 4.500 CD 7 4 1 4.000 CD 8 4 1 8.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - FONTANA / JURUPA AVE. 14'x 9' RCB W/O DETENTION (AMC2) HEADING LINE NO 2 IS - 100 YEAR STORM HEADING LINE NO 3 IS - JN 04339 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 7990.500 1005.500 1 1016.140 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8003.070 1005.530 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8143.740 1005.810 1 .013 90.000 -89.554 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 8600.000 1006.720 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9200.000 1009.720 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9200.010 1009.720 1 2 0 .013 43.000 .000 1013.220 .000 -45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9680.000 1012.120 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9770.000 1012.930 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9770.010 1012.930 1 2 0 .013 37.000 .000 1015.400 .000 45.000 .000 W 0 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9770.020 1012.930 1 .013 .000 .000 .000 0 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9770.030 1012.930 1 3 0 .013 179.000 .000 1015.400 .000 45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9790.000 1013.090 1 .013 .000 .000 .000 0 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 9790.010 1013.090 1 4 0 .013 127.000 .000 1014.500 .000 -45.000 .000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10700.000 1019.670 1 .013 .000 .000 .000 0 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 11000.000 1021.870 1 .013 .000 .000 .000 0 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 11108.000 1022.300 1 .013 .000 .000 .000 0 ELEMENT NO 17 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 11108.010 1022.300 1 5 6 .013 84.000 148.000 1025.000 1025.000 45.000 -45.000 RADIUS ANGLE .000 .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 12357.730 1027.300 1 .013 .000 .000 .000 0 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 12503.400 1027.860 1 .013 212.001 -39.369 .000 0 ELEMENT NO 20 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 12503.410 1028.860 8 7 1 .013 62.000 895.000 1029.920 1027.860 45.000 .000 RADIUS ANGLE LIL ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT 12528.300 1028.900 8 ELEMENT NO 22 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 12528.300 1028.900 8 .000 .000 N RADIUS ANGLE ANG PT MAN H 013 47.536 30.000 .000 0 * W S ELEV 1028.900 m FILE: JURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 1 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time:11:29:41 FONTANA / JURUPA AVE. 14'x 9' RCB W/O DETENTION (AMC2) 100 YEAR STORM JN 04339 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch it*it itis***it 1 *******itis 1 *ic****itis I itis«ic+it it it is 1 it riot**it it is 1 it it it+xrit 1 it it it it it itis I it it it it it it it** I itititititit* I *it +it itir,r,r 1 it*r**it it it 1 ****«** I iritic**** I ***** I itis*+*** I I I I I I I I I I I I I 7990.500 1005.500 10.640 1016.140 2513.00 19.94 6.18 1022.32 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 12.570 .0024 .0079 .10 10.64 1.17 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 8003.070 1005.530 10.710 1016.240 2513.00 19.94 6.18 1022.42 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 140.670 .0020 .0079 1.12 .00 1.17 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 8143.740 1005.810 12.780 1018.590 2513.00 19.94 6.18 1024.77 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 456.260 .0020 .0079 3.62 12.78 1.17 9.00 .013 .00 .00 BOX I I I I I I I I I I I 1 1 8600.000 1006.720 15.494 1022.214 2513.00 19.94 6.18 1028.39 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- 1- 600.000 .0050 .0079 4.77 15.49 1.17 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 9200.000 1009.720 17.260 1026.980 2513.00 19.94 6.18 1033.16 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0077 .00 17.26 1.17 .013 .00 .00 BOX I I I I I I I I I I I I I 9200.010 1009.720 17.634 1027.354 2470.00 19.60 5.97 1033.32 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 479.990 .0050 .0077 3.68 17.63 1.15 8.81 .013 .00 .00 BOX I I I I I I I I I I I I I 9680.000 1012.120 18.917 1031.037 2470.00 19.60 5.97 1037.00 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 90.000 .0090 .0077 .69 18.92 1.15 7.04 .013 .00 .00 BOX I I I I I I I I I I I I I 9770.000 1012.930 18.798 1031.728 2470.00 19.60 5.97 1037.69 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0074 .00 18.80 1.15 .013 .00 .00 BOX I I I I I I I I I I I I I 9770.020 1012.930 19.119 1032.049 2433.00 19.31 5.79 1037.84 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0064 .00 19.12 1.13 .013 .00 .00 BOX x FILE: JURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 2 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time:11:29:41 FONTANA / JURUPA AVE. 141x 9' RCB W/O DETENTION (AMC2) 100 YEAR STORM JN 04339 ************************************************************************************************************************** ******** Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR [Type Ch I I I I I I I I I I I I I 9770.030 1012.930 20.180 1033.110 2254.00 17.89 4.97 1038.08 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 19.970 .0080 .0064 .13 20.18 1.05 6.87 .013 .00 .00 BOX I I I I I I I I I I I I I 9790.000 1013.090 20.147 1033.237 2254.00 17.89 4.97 1038.21 .00 9.00 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0057 .00 20.15 1.05 .013 .00 .00 BOX I I i I I I I I I I I I I 9790.010 1013.090 21.093 1034.183 2127.00 16.88 4.42 1038.61 .00 8.95 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 909.990 .0072 .0057 5.18 21.09 .99 6.83 .013 .00 .00 BOX I I I I I I I I I I I I I 10700.000 1019.670 19.691 1039.361 2127.00 16.88 4.42 1043.79 .00 8.95 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 300.000 .0073 .0057 1.71 19.69 .99 6.80 .013 .00 .00 BOX I I I I I I I I I I I I I 11000.000 1021.870 19.198 1041.068 2127.00 16.88 4.42 1045.49 .00 8.95 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 108.000 .0040 .0057 .61 19.20 .99 8.57 .013 .00 .00 BOX I I I I I I I I I I I 1 1 11108.000 1022.300 19.383 1041.683 2127.00 16.88 4.42 1046.11 .00 8.95 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0045 .00 19.38 .99 .013 .00 .00 BOX I I I I I I I I I I I I I 11108.010 1022.300 20.870 1043.170 1895.00 15.04 3.51 1046.68 .00 8.29 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1249.721 .0040 .0045 5.64 20.87 .88 7.83 .013 .00 .00 BOX I I I I I I I I I I I I I 12357.730 1027.300 21.515 1048.815 1895.00 15.04 3.51 1052.33 .00 8.29 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 145.670 .0038 .0045 .66 .00 .88 7.95 .013 .00 .00 BOX I I I I I I I I I I I I I 12503.400 1027.860 22.078 1049.938 1895.00 15.04 3.51 1053.45 .00 8.29 14.00 9.000 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR ******* .0075 .00 .00 .88 .013 .00 .00 BOX -------------------- WARNING - Junction Analysis - Change in Channel Type --------------- FILE: JURUPARCB.WSW W S P G W- CIVILDESIGN Version 14.05 PAGE 3 Program Package Serial Number: 1432 WATER SURFACE PROFILE LISTING Date: 1-16-2005 Time:11:29:41 FONTANA / JURUPA AVE. 14'x 9' RCB W/O DETENTION (AMC2) 100 YEAR STORM JN 04339 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 12503.410 1028.860 22.636 1051.496 938.00 18.66 5.41 1056.90 .00 7.41 .00 8.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 24.890 .0016 .0106 .26 .00 .00 8.00 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 12528.300 1028.900 23.484 1052.384 938.00 18.66 5.41 1057.79 .00 7.41 .00 8.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I - 19�c. 5/ CoA . �-o.�o Q , t o I -- 4 �/ o, ' •� !■ o • �; • 63 a�.,o� .. n � � a ' y 6 �Ips i �©ti �' � � ° � _ • s �' (� � • w 0 • • r s • � •• G'. • � i h 094% I�' ` � i • r• • f • • r •��r . r • � f • �j �� . •!Q • r • :stet • :• � _ , • ~ •rr • r• -B 0� •J!i ' fw�i.�s/�(+� • r M `•:r•.• 1•, r. 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C � "� EXISITING MASTER PLAN DRAIN w o MINIM PROPOSED MASTER PLAN DRAIN o L CL �-�-� PROPOSED MASTER PLAN DRAIN EXTENSION CITY OF FONTANA, CALIFORNIA o PUBLIC WORKS DEPARTMENT oO SOUTH FONTANA Hall & Foreman, Inc. MASTER DRAINAGE PLAN Engineering •Surveying*i Planning • Landscape Architecture EMPIRE CENTER STUDY E� 43513 Ridge Park Drive Temecula, Co. 92590 Phn. 951 676-6726 Fax. 951 699-0896 HYDROLOGY MAP �o v � o�