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HomeMy WebLinkAboutTract 16378 Hydrology ReportI I I I I m HYDROLOGY/HYDRAULICS REPORT FOR TRACT MAP 16378 (APPROXIMATELY 10 ACRES) IN THE CITY OF FONTANA COUNTY OF SAN BERNARDINO PREPARED FOR RAY WONG; TSE YING FAN & SIIIII YU FAN PREPARED BY Focus Engineering, Inc. 25 Mauchly, Suite 317 hvine, CA 92618 Tel: (949) 450-0590 October 2005 (Revised) rjfESS/,o N-LIA( 03 615i I Coo L" No. CC V1 OF r AD 0 D ED 7?;a RE, 11.1.05 TABLE OF CONTENTS 1. PURPOSE 2. PROJECT LOCATION AND DESCRIPTION 3. OFF SITE DRAINAGE 4. METHODOLOGY 5. STUDY RESULTS AND DISCUSSION 6. EXISTING PRE -DEVELOPMENT CONDITION 7. DEVELOPED POST -DEVELOPMENT CONDITION 8. DISCHARGE AND IMPACT TO DOWN STREAM FACILITY — MITIGATION PALN C 9. DETENTION BASIN ANALYSIS 10. SUMMARY I I EXHIBITS: • Rain fall Maps • Soil Group Map • Intensity duration curves • Time concentration nomograph • Ration method studies Hydrology map — existing & propose Curb open calculation Unit Hydrolgraph Analysis Basin route Hydraulic analysis HYDROLOGYSTUDY FOR TRACT NO. 16378 PURPOSE The purpose of this preliminary drainage study is to: I . Determine the amount of onsite runoff generated by the proposed development. 2. Provide design basis for the grading, street improvement and onsite storm drain improvement of the project. 3. Analyze the inipact to the adjacent downstream facilities due to the development of this project and propose ways of mitigation. 4. Provide flood protection to the adjacent downstream property and to the public right of way by controlling the discharge onsite. PROJECT LOCATION AND DESCRIPTON Tract Map 16378, an approximately 9-767 acres, is a proposed thirty-eight (38) residential development of single family homes in the City of Fontana located in the northern portion of tile City of Fontana, County of San Bernardino. The site is bounded by Tract 13037, an existing single family residence on the north, Catawba Avenue and existing single family residential unit to the east, Randall Avenue to the south and single family residential, Tract Map #9200, is adjacent to the west boundary of the proposed project. The development encompasses approximately 10 acres of land with a proposed thirty-eight single-family residential. The site is currently vacant and covered with natural vegetation and has no improvement or structures above the ground. The natural grade of the site generally runs ftorn the northeast comer (I 180±) to the southwest (I 165±) at a slope of one and a half percent (1.51/6). an exi in inag fa 11 ie rin The project site is undeveloped land and does not contain Y Ist g dra e ci it' S. Sto water from the site currently drains from north to south direction and sheet flows onto the existing road side ditch along northerly portion of Randall Avenue. it flows westerly direction along the north side of Randall Avenue to an existing 24 -inches CMP, approximately 150 ft west from the westerly tract boundary, and join the existing drainage system. OFF SITE DRAINAGE Under current condition, storm runoff from Tract 13037, along northerly of the project site, flows northerly and discharges onto Athol Street. Catawba Avenue carries east portion of project site and flows southerly. Therefore, no off-site storm water is anticipated to come into the project site. METHODOLOGY The Hydrology Study was performed in accordance with the current San . Bernardino County Hydrology manual published 'in 1986. Rational Method was used to determine the 100 -year and 25 -year flood runoff. The small -area unit hydrographic method, as described 'in Section "T' of the San Bernardino County Hydrology Manual, was used to establish a hydrographic for Basin. The hydropragh was then used to estimate the size of detention basmi as shown on the rough grading plan and storm dram improvement plan. The Manning's Formula was used to analyze the street capacity and to determine the storm drain sizing. STUDY RESULTS AND DISCUSSION 1. Existing Pre -development Condition: (Project site only) Soil Type: ........... B Total Drainage Area: .... 9.39 acres Development Condition: Un -development Time Concentration (Te): 20.86 minutes 100 -yr Discharge rate (Qioo): 17.39 CFS (Allowable rate: 90% of 17.39 = 15.65 cfs) 25 -yr Discharge rate (Q25): 12.40 CFS (Allowable rate: 90% of 12.40 = 11. 16 cfs) 10 -yr Discharge rate (Q10): 9. 10 CFS (Allowable rate : 90% of 9. 10 = 8.19 cfs) 2 -yr Discharge rate (Q2): 3.31 CFS (Allowable rate: 90% of 3.31 = 2.98 cfs) 2. Developed Post -development Condition: (Project site plus northerly portion of Randall Avenue, off-site, to Detention Basin) Soil Type: ........... Total Drainage Area: .... Development Condition: Time Concentration (Tc): 100 -yr Discharge rate (Qloo)-. 25 -yr Discharge rate (Q25): 10 -yr Discharge rate (Qio): 2 -yr Discharge rate (Q2): B 10.06 acres (Includes detention basin and off-site area) Development (38 single family) 11. 94 minutes @ I 00 -year event 30.48 CFS 22.70 CFS 17.65 CFS 9.03 CFS 3. Developed Post -development Condition: (runoff release from 18" PVC from project site "Detention Basin" to downstream) Soil Type: ........... Total Drainage Area: .... Development Condition: Time Concentration (Tc): 100 -yr Discharge rate (Q 100) 25 -yr Discharge rate (Q25): 10 -yr Discharge rate (Qio): 2 -yr Discharge rate (Q2): B 10-06 acres (Includes detention basin and off-site area) Development (38 single family) 990.51 minutes @ 100 -year event 11,33 CFS @ 7.03 FPS 9.72 CFS 6.40 FPS 8.71 CFS 6.03 FPS 5.55 CFS 4.96 FPS 4. Discharge and impact to down stream facility — Mitigation plan: Based on current development condition around the project site, all storm runoffs are carried by surface flow through the area. At City's Master Drainage Plan, no storm drain facilities are located close to the project site. No increase discharge shall be added onto the current condition to the area. However, an increase discharge from the site due to the development from site is anticipated as shown on above (for example: @ 100 -year event, the runoff rate from 17.39 cfs to 28.08 cfs). Therefore, an on-site mitigation facility - detention basmi shall be constructed within the project site *in order to detaining the access runoff. Based upon City and County of San Bernardino design criteria, the post -development peak flow rate generated by the development shall be no more than 90% of the pre -development peak flow from the site for all frequency storms up to and *including 100 -year. The pre -development, post -development and allowable peak rate for different frequency is as follows: Frequency Pre -Development Post -development Allowable Detention Q 100 -yr 17.39 cfs 30.48 cfs 15.65 cfs 14.83 efs 25 -yr 12.40 cfs 22-70 cfs 11. 16 cfs 11.54 cfs 10 -yr 9.10 cfs 17.65 cfs 8.19 efs 9.46 cfs 2 -yr 3.3 1 cfs 9.03 cfs 2.98 cfs 6.05 cfs 5. Detention Basin Analysis: Area "A" includes the entire project under existing condition, as shown on Exhibit K-1. At post -development condition, the project site can be separated into two sub -drainage areas by the proposed streets, Sycamore Lane and Dianthus Street, as shown on propose Hydrology Map - Exhibit K-2. Area "B" 'includes the northerly portion of Dianthus Street and westerly portion of Sycamore Lane, both up to street centerline. The remaining area is Area "C". By using Rational Method of San Bernardino County Hydrology Manual, the storm discharges for all the areas are as follows: Existing Pre -development Condition: Soil Type: ...... .... B Total Drainage Area: .... 9.39 acres (project site only) Development Condition: Un -development Time Concentration (Tc): 100 -yr Discharge rate (Qioo): 25 -yr Discharge rate (Q25): I 0 -yr Discharge rate (Q 10): 2 -yr Discharge rate (Q2): 20.86 minutes 17-39 US (Allowable rate 12.40 CFS (Allowable rate 9. 10 CFS (Allowable rate : 3.31 CFS (Allowable rate: Developed Post -development Condition: (* Detention Basin) 90% of 17.39 = 15.65 cfs) 90% of 12.40 = 11. 16 cfs) 90% of 9. 10 = 8.19 cfs) 90% of 3.31 = 2.98 cfs) Soil Type: ........... B Total Dramiage Area: .... 10.06 acres (Includes detention basin and off-site area) Development Condition: Development (38 single family) Time Concentration (Tc): 11.94 minutes ('0, 100 -year event 100 -yr Discharge rate (Qioo): 30.48 CFS 25 -yr Discharge rate (Q25): 22.70 CFS 10 -yr Discharge rate (Qio): 17.65 CFS 2 -yr Discharge rate (Q2): 9.03 CFS Since the allowable discharge from the site is 15.65 cfs at 100 -year event, we plan to detaining the post -development storm runoff generates from the project site by constructing three (3) flow -by type Catch Bas Mis nearby 3 8 in order to catch all storm flows and detains into a proposed detention basin within lot 37 and 38. Therefore, the ultimate discharge from the site to the downstream area will be no more than 15.65 cfs for 100 -year frequency. Catch Basin Analysis: Total three (3) catch basmis will be constructed on easterly of Sycamore Lane and northerly of Randall Avenue new to lot 3 8 in order to collect the storm rurtoff flows from the site. The capacity of such basins are 6.68 cfs, 7.15 cfs and 14.31 cfs, which will intercepted approximately a total of 28.14 cfs (approxmiately 92% of 30.48 cfs) of the design runoff from the project site and off-site area. 24" RCPs will be installed between catch basis and detention basmi 'in lot 38 'in order to carry such intercepted storm runoff Detention Basin Analysis: The detention basin size can be determined as follows: Total proposed storm runoff generates from the project site and off-site area is 30.48 cfs and Tc= 11. 94 minutes. (I 00 -year event). Total storm runoff from the project site to be retained, intercepted by three (3) both storm dram' catch basins, within project is 28.14 cfs g Tc=I 1.94 MM'. By using straight line method, Tc=O imin, Q=O cfs and Tc=1 1.94 nun, Q=28.14 cfs. Detention Basi minimum required: ((28.14 cfs) x 11.94 min/2) x 60 sec/min = 10,080 CF. By using the "Safety factor" = 1.5 The detention facility shall be designed to have a minimum capacity of 1.5 x 10,080 = 15,120 CF Propose detention basi will be sized as follows: 0 top of bank elevation = 1167.0 0 bottom of basin =1 159.50 0 Minimum one -foot freeboard * Assume water surface elevation= 1165.0 0 Basin side slope: 3:1 (H:V) 0 Top of water surface area: 10,271 SF @ elev--1 165.00 0 Bottom of basin area: 3850 SF g elev--1 159.50 0 Water depth = 5.5 ft 0 Basin capacity @ water depth of 5.5 ft 37,513 CF. > 15,120 CF. Therefore, it is OK. As per County of San Bernardino standard, no more than 50% of the basin's 100 -year storage depth shall be above the existing ground which is approximately 1165 ft. 'Me water surface elevation of the 100 -year storage shall be at or below the existing natural grade also, An concrete emergency spillway will be installed at the southwest comer of lot 38 to handle the 1000 -year peA flow rate — Qi000=1.35 Qioo = 1,35*28.14 cfs = 37.99 cfs. with a slope of 2%., The size of such emergency spillway is 4 inches in depth and 30 feet in width. By using the manning equation, such spillway has a maximum capacity of 53.2 cfs and the water depth is 2.89 inches for the peak flow rate of 39.12 cfs. Which is larger than 37.99 cfs. Therefore, it is OK. 6. Out flow pipe analysis: A 18" out flow pipe with wing wall inlet will be constructed at the bottom of detention basin as shown on plans. By using type 6 culvert flow classification on Civil Engineering Reference Manual, Section 5, the culvert flow capacity of 18" PVC is 5.25 CFS @ 0.25% slope,. Based on City standard, all detention basin outlets should be sized so the basmi will drain within 24 hours after the basin reaches its I 00 -year peak depth/volume. 7. Rip -rap analysis: Based upon "Los Angeles County Flood Control District — Design Manual — Hydraulic, page F- 32", a 15-m'ches 50 -pounds (10") rock / Rip -rap with 6 -inches filter shall be used for outflow velocity of 0-7 fps. Therefore, A rip -rap erosion control system will be placed at outlet of 18" PVC pipe to protect any erosion due to the concentrate discharge. SIJMNMRY: & The subject project includes a total of 38 DU single family residential development 'in an approximately 10 acres vacant land. 0 No off-site runoff flows into the project site. 0 The on-site storm facility is designed to carry 100 -year storm event due to the improvement 0 A intermediary detention basin with 18" out flow PVC pipe shall be installed prior to the ultimate on-site and City Master Drainage System have been installed. iiiiiiiiijilli "ova - IN m mom REDUCED DRAWING VALLEY AREA mwtiTALS SCALE I"= 4 MILES Xi 2 YEAR -1 HOUR i i T i mn! amp"" NK VON.= REDUCED DRAWIN VALLEY.��RE4 NMYIETAIS 'r '. - SCALE 1" x 4 MILES k. - loo YEAIR 24 "OUR AWL L,qu C.ILII WEE t 4 r -r 4 — - RZE RTW �w -T WHOM T- L T- 7 3.0 -4 -4 Y -4 4 2. 4� 7 ',1 K T-). 7 -3- 7 T- T, -I t- T- Fi— 4- --1- :fF T "cr T- T 4.0, J- t., T 1� 1 0 - �It Gall 2t, Q it �r— N , — 4-t, 1.y Y-1 I + V" L T- -T tt T 'k P L' N (j U, -S D; SITE o 1 1 ON TIS L ONTA 4- --4:-- L 'L. -7 T --r 11140 eo A E T2S g_ ID Z� 4W ZW t t -i ;&MONAMUr j r- 7 + t --t — — r- t SWT -R5W V,,L LEY AREA DRAWING 190"YETALS T3S z 4 MILES X "I F- 7 00 YEAR 6 HOtA SAN BERNARDINO COUNTY c 4;' t ROW f ITATIMM R6W i HYDROLOGYYMIJAL C40 =lY _T I N ls� IF i MEN, I MA PAM H -ME T2S vALLEY AREA CED DRAWING LE 1" = 4 MILES 16-100 YEAR PAP M -4 -OR ow It, KOM Will map- -mleft—M, I k p P_- 0 ta "FAM I les - Jim R.31i REDUC VALLEY AREA I I.AR T4N I 4- — �w RIW I RIE RZE W R T_ TZIN 'r 4— t T_ Ll —T —717 T— L 4 N. �41__ �51 4- — TZIN 'r 7 T� BEF t" T2N _�NAF N 7— —4- L ------ 7�� Ll v t _7 X TIN -T _XLL �T L 0 %JC� B Y SjTf� x NWWO L-A 4- FONTAN TIS 4 4 T Il I I Tj s 0 Gt". T REDLANDS LL CMINO At o RIE R JE' T2S I E.RSIDE 4- R 4W R, R2W S IIERNAR 0 CONT t t -LA, F& R5W- REDUCED DRAWING VALLEY AREA SCALE 1"- 4 MILES L 136MYETAL.3 :Y. 10 YEAR . I HOUR _�.3S 7 SAN BERNARDINO COUNTY A :g �x C -JR a w R?w HYDROLOGY, MALNUAL' C.0 �SQLINES PRKCIFITA-fJON tj VCH CS I FL .......................... Z� A -J' 7 1A _47 4 '71.7 7- 7 A 1w rr- -4 SANI BERNARDINO COUNTY HYDROLOGY MANUAL A KA! 70 Lvv" it . . . . . . . . . . . Lae) T_ _4 IN A C-1 C_ 7 7jW DERNARC 0 COUNTY IC7 C C_ C-41 KA! 70 Lvv" it . . . . . . . . . . . Lae) T_ _4 IN A J j: - Ai ;:7 Tag sff e v7s, A TA.- ip li f, - MIC -1 _44 SOIL GROUP BOUNWY SCALE 1-48POO A SOIL GROUP DESIGNATION BOUN . DARY OF INDICATED S"CE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A "'AREA Fp, for the pervious area, -and the effects of watershed detention. Runoff coefficient curves are developed using the relationship: 0.90 (ai + (I - F P )a P), for I greater than Fp; C = I (D.3) 10.90 ai, for I less than or equal . to F p where the proportion factor of 0.90 is a calibration constant determined by an average fit between the rational method and design storm unit hydrograph (see Section E) peak flow rate estimates, and where C runoff coefficient rainfall intensity (inches/hour) Fp infiltration rate for pervious areas (inches/hour) (see section C.6.4) ai ratio of impervious area to total area (decimal f raction) ap ratio of pervious area to total area (decimal f rac tion), (ap ai) D.6. PEAK FLOW RATE FORMULA Combining Equations (D.0 and (D.3), the peak flow estimate for Q is written in simpler terms by Q = .90 (1 - FM)A (D.4) where Fm = a p F p (see section C.6.5), and where in (0.4) it is understood that I is greater than F p (otherwise .90 aiIA). In (D.01 Fm represents the loss rate for the total watershed tributary to the point of concentration. Should the tributary area cgntain several runoff surfaces, an area -averaged Fm is calculated. Table D.1 illustrates such an area -averaged Fm computation. D-9 low FM am 40 Alm A"M as on No COVER TYPE TABLE C.2. Fm (in/hr) VALUES FOR TYPICAI COVER TYPES SOIL GROUP A� P (1) A B C D NATURAL: Barren Row Crops (good) Grass (fair) Orchards (fair) Woodland (fair) URBAN: Residential (I DU/AC) Residential (2 DUAC) Residential (4 DU/AC) Residential (10 DU/AC) Condominium Mobile Home Park Apartments Commercial/Industrial 1.0 0.41 0.27 0.18 0.14 1.0 0.59 0.41 0.29 0.22 1.0 0.82 0.56 0.40 0.31 1.0 0.98 0.62 0.43 0.34 1.0 0.95 0.69 0.50 0.40 0.80 0.78 0.60 0.45 0.37 0.70 0.68 0.53 0.39 0.32 0.60 0.58 0.45 0.34 0.28 0.40 0.39 0.30 0.22 0.18 0.35 0.34 0.26 0.20 0.16 0.25 0.24 0.19 0.14 0.12 0.20 0.19 0.15 0.11 0.09 0.10 0.10 0.08 0.06 0.05 NOTES: (1) Recommended ap values from Figure C-4 (2) AMC 11 assumed for all Fm values (3) CN values obtained from Figure C-3 (4) DU/AC=dwelling unit per acre C-16 3.5 3 WW (A w z 2 0. Lu a u. 1.5 z ;i cr 10 co 2 yr- 1 -7 AGW Qj Qd [ mpetoqr- ==O.qG 3.5 3 2.5 El 1.5 ;I>e 50 r 115 0 1 1 a 10 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE 1. FOR INTERVEDtATIE RETURN PERIOD$ PLOT 10 -YEAR AND 100 -YE AM ONE HOUR VALUES FMM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIM FOR EXAMPLE GIVEN IO -YEAR ONE NOUIlla 0.990 AND 100 -YEAR CNI 040M a 1.60% ltb-YtAlt ONE W)UR 6 1.180. MVERENCE @ N 0 A A ATLAS 2, VOLUME = - CAL.J973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D-7 FIGURE D-2 ttdlm ME MMINE -Mg W:-: a a E L. U-7 MaNE-E, ==nL.- !.I z m :1 :4 V � F -A ;I B] I k, low$(* ffmmk�: Pig= FE 3 L i E 3 s F R M -a 9 A � K:j;4 ;4 � M N 111 k, IGXIKO womm ff§WM two um =0310's .. MON a 'Its 'IF -1:1911L :IMNL .W 1111:1 31NO VIN a] ILI tole(* mlernm mu Uum H =-3 t—EWH HISInxil M M mmu= 014PUB Boom B11,11, ON ME o- M� 00001 IMMI MINIMS SIVIN son �Vvfth. mn "M um�lvlll... S boams"m -1:45 i-=-=! �Iwm� =on loww"Mim" Samoa :llmmm�vvwff 1mgmut"Numme: 6=wwm"lw==Flm:mw& lmum��� � was mvvm."%0l:N mn=nmgm Mil nwvb&aan�� mmum loull"HIM111114 -1:451101GROM San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 05/25/05 ----------------------------------------------------------------- Tract Map 16378 CITY OF FONTANA EXISTING CONDITION - 2 YEAR EVENT Program License Serial Number 4034 ----------------------------------------------------------------- Hydrology Study Control Information ----------------------------------------------------------------- Rational hydrology study storm event year is 2.0 10 Year storm 1 hour rainfall = 0.960(In.) 100 Year storm 1 hour rainfall = 1.480(In.) Computed rainfall intensity: Storm year = 2.00 1 hour rainfall 0.597 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ................................................................. Process from Point/Station 10.000 to Point/Station 11.000 .... INITIAL AREA EVALUATION UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.820 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.180 SCS curve number for soii(AMC 2) = 56.12 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.732(In/Hr) Initial subarea data: Initial area flow distance 540.000(Ft.) Top (of initial area) elevation = 1182.000(Ft.) Bottom (of initial area) elevation = 1175.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01296 s(%)= 1.30 TC = k(O.706)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration 20.856 min. Rainfall intensity = 1.125(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.314 Subarea runoff = 1.610(CFS) Total initial stream area = 4.562(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.732(In/Hr) ................................................................. Process from Point/Station 11.000 to Point/Station 12.000 **** SUBAREA FLOW ADDITION UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.820 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.180 SCS curve number for soil(AMC 2) = 56.12 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.732(In/Hr) Time of concentration 20.86 min. Rainfall intensity = 1.125(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.314 Subarea runoff 1.704(CFS) for 4.826(Ac.) Total runoff = 3.314(CFS) Effective area this stream = 9.39(Ac.) Total Study Area (Main Stream No. 1) = 9.39(Ac.) Area averaged Fm value = 0.732(In/Hr) End of computations, Total Study Area 9.39 (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) = 1.000 Area averaged SCS curve number = 56.1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 05/25/05 ------------------------------------------------------------------ City of Fontana - Tract Map 16378 Existing condition - 10 year event Program License Serial Number 4034 ---------------------------------------------------------------- Hydrology Study Control Information ---------------------------------------------------------------- Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall 0.960 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 .................................................................. Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.820 Decimal fraction soil group B = 0.000 Decimal fraction soil group C � 0.000 Decimal fraction soil group D = 0.180 SCS curve number for soil(AMC 2) = 56.12 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.732(In/Hr) Initial subarea data: Initial area flow distance 540.000(Ft.) Top (of initial area) elevation = 1182.000(Ft.) Bottom (of initial area) elevation = 1175.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01296 s(%)= 1.30 TC = k(O.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 20.856 min. Rainfall intensity = 1.810(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.536 Subarea runoff = 4.424(CFS) Total initial stream area = 4.562(Ac.) Pervious area fraction = 1.000 Initial area Fm value 0.732(In/Hr) .................................................................. Process from Point/Station 11.000 to Point/Station 12.000 .... SUBAREA FLOW ADDITION UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.820 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.180 SCS curve number for soil(AMC 2) = 56.12 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)- 0.732(In/Hr) Time of concentration 20.86 min. Rainfall intensity = 1.810(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C � 0.536 Subarea runoff 4.680(CFS) for 4.826(Ac.) Total runoff = 9.103(CFS) Effective area this stream = 9.39(Ac.) Total Study Area (Main Stream No. 1) = 9.39(Ac.) Area averaged Fm value = 0.732(In/Hr) End of computations, Total Study Area 9.39 (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) = 1.000 Area averaged SCS curve number = 56.1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 05/25/05 ------------------------------------------------------------------ Tract Map 16378 CITY OF FONTANA Existing condition - 25 year event Program License Serial Number 4034 ------------------------------------------------------------------ Hydrology Study Control Information ------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 10 Year storm I hour rainfall = 0.960(In.) 100 Year storm 1 hour rainfall = 1.480(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall 1.167 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 .................................................................. Process from Point/Station 10.000 to Point/Station 11.000 .... INITIAL AREA EVALUATION UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.820 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.180 SCS curve number for soil(AMC 2) = 56.12 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.732(In/Hr) Initial subarea data: Initial area flow distance 540.000(Ft.) Top (of initial area) elevation = 1182.000(Ft.) Bottom (of initial area) elevation = 1175.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01296 s(%)= 1.30 TC = k(O.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 20.856 min. Rainfall intensity = 2.200(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.600 Subarea runoff 6.025(CFS) ON V" go Total initial stream area = 4.562(Ac.) Pervious area fraction 1.000 ON Initial area Fm value 0.732(In/Hr) WM .................................................................. Process from Point/Station 11.000 to Point/Station 12.000 SUBAREA FLOW ADDITION Me WW N UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.820 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.180 SCS curve number for soil(AMC 2) = 56.12 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= AW 0.732(In/Hr) Time of concentration 20.86 min. 4W Rainfall intensity = 2.200(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(totai area with modified rational method)(Q=KCIA) is C = 0.600 Subarea runoff 6.374(CFS) for 4.826(Ac.) Total runoff = 12.400(CFS) Effective area this stream = 9.39(Ac.) Total Study Area (Main Stream No. 1) = 9.39(Ac.) Area averaged Fm value = 0.732(In/Hr) End of computations, Total Study Area 9.39 (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) = 1.000 Area averaged SCS curve number = 56.1 Me WW N Total initial stream area 4.562(Ac.) Pervious'area fraction 1.000 Initial area Fm value 0.732(In/Hr) .................................................................. Process from Point/Station 11.000 to Point/Station 12.000 .... SUBAREA FLOW ADDITION UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.820 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.180 SCS curve number for soil(AMC 2) = 56.12 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.732(In/Hr) Time of concentration 20.86 min. Rainfall intensity = 2.495(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.636 Subarea runoff 7.656(CFS) for 4.826(Ac.) Total runoff = 14.893(CFS) Effective area this stream = 9.39(Ac.) Total Study Area (Main Stream No. 1) = 9.39(Ac.) Area averaged Fm value = 0.732(In/Hr) End of computations, Total Study Area 9.39 (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) = 1.000 Area averaged SCS curve number = 56.1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 05/25/05 ------------------- ---------------------------------------------- Tract Map 16378 CITY OF FONTANA Existing condition - 100 year event Program License Serial Number 4034 ------------------------------------------------------------------ Hydrology Study Control Information ------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.960(In.) 100 Year storm 1 hour rainfall = 1.480(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.480 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ...................................................... Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.820 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.180 SCS curve number for soil(AMC 2) 56.12 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0. 732 (In/Hr) Initial subarea data: Initial area flow distance 540.000(Ft.) Top (of initial area) elevation = 1182.000(Ft.) Bottom (of initial area) elevation = 1175.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01296 s(%)= 1.30 TC = k(O.706)*[(length A 3)/(elevation change)]^0.2 Initial area time of concentration = 20.856 min Rainfall intensity = 2.790(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.664 Subarea runoff = 8.449(CFS) Total initial stream area = 4.562(Ac.) Pervious area fraction 1.000 Initial area Fm value 0.732(In/Hr) .................................................................. Process from Point/Station 11.000 to Point/Station 12.000 .... SUBAREA FLOW ADDITION UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.820 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.180 SCS curve number for soil(AMC 2) = 56.12 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.732(In/Hr) Time of concentration 20.86 min. Rainfall intensity = 2.790(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.664 Subarea runoff 8.938(CFS) for 4.826(Ac.) Total runoff = 17.386(CFS) Effective area this stream = 9.39(Ac.) Total Study Area (Main Stream No. 1) = 9.39(Ac.) Area averaged Fm value = 0.732(In/Hr) End of computations, Total Study Area 9.39 (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) = 1.000 Area averaged SCS curve number = 56.1 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 10/20/05 ------------------------------------------------------------------------ City of Fontana - Tract Map 16378 PROPOSE CONDITION - 2 YEAR EVENT 16A ON Program License Serial Number 4034 ------------------------------------------------------------------------ Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 2.0 10 Year storm 1 hour rainfall = 0.960(In.) 100 Year storm 1 hour rainfall = 1.480(In.) Computed rainfall intensity: Storm year = 2.00 1 hour rainfall 0.597 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 on ow "a Wo 4PW WM em "M 00 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance 115.000(Ft.) Top (of initial area) elevation = 1183.000(Ft.) Bottom (of initial area) elevation = 1180.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.02609 s(%)= 2.61 TC = k(0.389)*[(1ength^3)/(elevation change)]^0.2 Initial area time of concentration = 5.382 min. Rainfall intensity = 2.535(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.756 Subarea runoff = 0.422(CFS) Totai initial stream area = 0.220(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) 2 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 31.000 to Point/Station 32.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1180.000(Ft.) End of street segment elevation = 1170.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 1.356(CFS) Depth of flow = 0.208(Ft.), Average velocity = 2.337(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.043(Ft.) Flow velocity 2.34(Ft/s) Travel time 3.57 min. TC 8.95 min. Adding area flow to street RESIDENTIAL(5 - 7 dwi/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 1.869(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area,(totai area with modified rational method)(Q=KCIA) is C = 0.705 Subarea runoff 1.739(CFS) for 1.420(Ac.) Total runoff = 2.161(CFS) Effective area this stream = 1.64(Ac.) Total Study Area (Main Stream No. 1) = 1.64(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 2.161(CFS) Half street flow at end of street = 1.081(CFS) Depth of flow = 0.238(Ft.), Average velocity = 2.491(Ft/s) Flow width (from curb towards crown)= 5.542(Ft.) 3 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 32.000 to Point/Station 33.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1170.000(Ft.) End of street segment elevation = 1166.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 2.947(CFS) Depth of flow = 0.298(Ft.), Average velocity = 1.709(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.578(Ft.) Flow velocity 1.71(Ft/s) Travel time = 5.85 min. TC 14.80 min. Adding area flow to street RESIDENTIA-L(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 1.382(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.637 Subarea runoff 1.445(CFS) for 2.460(Ac.) Total runoff = 3.606(CFS) Effective area this stream = 4.10(Ac.) Total Study Area (Main Stream No. 1) = 4.10(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 3.606(CFS) Half street flow at end of street = 1.803(CFS) Depth of flow = 0.315(Ft.), Average velocity = 1.787(Ft/s) Flow width (from curb towards crown)= 9.392(Ft.) 4 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDIT10N ...................................................................... Process from Point/Station 33-000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.100(Ac.) Runoff from this stream = 3.606(CFS) Time of concentration 14.80 min. Rainfall intensity = 1.382(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 5 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDMON ...................................................................... Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance 200.000(Ft.) Top (of initial area) elevation = 1170.500(Ft.) Bottom (of initial area) elevation = 1168.300(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.01100 S(%)= 1.10 TC = k(O.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.981 min. Rainfall intensity = 2.001(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.718 Subarea runoff = 0.560(CFS) Total initial stream area = 0.390(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) T TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 41.000 to Point/Station 42.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1168.300(Ft.) End of street segment elevation = 1163.000(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 0.779(CFS) Depth of flow = 0.217(Ft.), Average velocity = 2.372(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.494(Ft.) Flow velocity 2.37(Ft/s) Travel time = 1.86 min. TC 9.84 min. Adding area flow to street RESIDENTIAL(5 - 7 dwi/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 1.765(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.694 Subarea runoff 0.358(CFS) for 0.360(Ac.) Total runoff = 0.918(CFS) Effective area this stream = 0.75(Ac.) Total Study Area (Main Stream No. 1) = 4.85(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 0.918(CFS) Half street flow at end of street = 0.918(CFS) Depth of flow = 0.227(Ft.), Average velocity = 2.426(Ft/s) Flow width (from curb towards crown)= 5.018(Ft.) 7 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 42.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.750(Ac.) Runoff from this stream 0.918(CFS) Time of concentration 9.84 min. Rainfall intensity 1.765(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 3.61 4.100 14.80 0.404 1.382 2 0.92 0.750 9.84 0.404 1.765 Qmax(l) = 1.000 * 1.000 * 3.606) + 0.718 * 1.000 * 0.918) + = 4.265 Qmax(2) = 1.392 * 0.665 * 3.606) + 1.000 * 1.000 * 0.918) + = 4.256 Total of 2 streams to confluence: Flow rates before confluence point: 3.606 0.918 Maximum flow rates at confluence using above data: 4.265 4.256 Area of streams before confluence: 4.100 0.750 Effective area values after confluence: 4.850 3.477 Results of confluence: Total flow rate = 4.265(CFS) Time of concentration = 14.801 min. Effective stream area after confluence 4.850(Ac.) Study area average Pervious fraction(Ap) 0.500 Study area average soil loss rate(Fm) 0.404(In/Hr) Study area total (this main stream) 4.85(Ac.) 8 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 42.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1161.100(Ft.) Downstream point/station elevation = 1160.000(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 4.265(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow 4.265(CFS) Normal flow depth in pipe 5.92(In.) Flow top width inside pipe 20.69(In.) Critical Depth = 8.70(In.) Pipe flow velocity = 7.08(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) 14.93 min. I 9 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... 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 = 4.850(Ac.) Runoff from this stream 4.265(CFS) Time of concentration 14.93 min. Rainfall intensity = 1.374(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 10 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ........................................................................ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance 162.000(Ft.) Top (of initial area) elevation = 1184.000(Ft.) Bottom (of initial area) elevation = 1179.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.03086 s(%)= 3.09 TC = k(O.389)*[(length A 3)/(elevation change)]^0.2 Initial area time of concentration 5.968 min. Rainfall intensity 2.382(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.747 Subarea runoff = 0.605(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) I I TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 21.000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1179.000(Ft.) End of street segment elevation = 1170.000(Ft.) Length of street segment = 491.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 2.220(CFS) Depth of flow = 0.242(Ft.), Average velocity = 2.414(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.772(Ft.) Flow velocity 2.41(Ft/s) Travel time = 3.39 min. TC 9.36 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 1.819(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.700 Subarea runoff 3.125(CFS) for 2.590(Ac.) Total runoff = 3.730(CFS) Effective area this stream = 2.93(Ac.) Total Study Area (Main Stream No. 1) = 7.78(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 3.730(CFS) Half street flow at end of street = 1.865(CFS) Depth of flow = 0.278(Ft.), Average velocity = 2.673(Ft/s) Flow width (from curb towards crown)= 7.557(Ft.) 12 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 22.000 to Point/Station 23.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1170.000(Ft.) End of street segment elevation = 1166.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 4.195(CFS) Depth of flow = 0.320(Ft.), Average velocity = 1.984(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.646(Ft.) Flow velocity 1.98(Ft/s) Travel time = 4.20 min. TC 13.56 min. Adding area flow to street RESIDENTIAL(5 - 7 dwi/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 1.456(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.650 Subarea runoff 0.823(CFS) for 1.880(Ac.) Total runoff = 4.553(CFS) Effective area this stream = 4.81(Ac.) Total Study Area (Main Stream No. 1) = 9.66(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 4.553(CFS) Half street flow at end of street = 2.277(CFS) Depth of flow = 0.327(Ft.), Average velocity = 2.022(Ft/s) Flow width (from curb towards crown)= 9.997(Ft.) 13 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 23.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 60.380(Ft.) Downstream point/station elevation 60.050(Ft.) Pipe length = 32.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 4.553(CFS) Given pipe size 24.00(In.) Calculated individual pipe flow 4.553(CFS) Normal flow depth in pipe 7.30(In.) Flow top width inside pipe 22.08(In.) Critical Depth = 9.00(In.) Pipe flow velocity = 5.64(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) 13.66 min. 14 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from-Point/Station 34.000 to Point/Station 35.000 ***- SUBAREA FLOW ADDITION -*-* UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 64.28 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.619(In/Hr) Time of concentration 13.66 min. Rainfall intensity = 1.450(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.639 Subarea runoff 0.272(CFS) for 0.400(Ac.) Total runoff = 4.825(CFS) Effective area this stream = 5.21(Ac.) Total Study Area (Main Stream No. 1) = 10.06(Ac.) Area averaged Fm value = 0.421(In/Hr) I 15 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... 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 = 5.210(Ac.) Runoff from this stream 4.825(CFS) Time of concentration 13.66 min. Rainfall intensity = 1.450(In/Hr) Area averaged loss rate (Fm) = 0.4209(In/Hr) Area averaged Pervious ratio (Ap) = 0.5384 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 4.27 4.850 14.93 0.404 1.374 2 4.83 5.210 13.66 0.421 1.450 Qmax(l) = 1.000 * 1.000 * 4.265) + 0.927 * 1.000 * 4.825) + = 8.736 Qmax(2) = 1.078 * 0.915 * 4.265) + 1.000 * 1.000 * 4.825) + = 9.030 Total of 2 streams to confluence: Flow rates before confluence point: 4.265 4.825 Maximum flow rates at confluence using above data: 8.736 9.030 Area of streams before confluence: 4.850 5.210 Effective area values after confluence: 10.060 9.646 Results of confluence: Total flow rate = 9.030(CFS) Time of concentration = 13.655 min. Effective stream area after confluence 9.646(Ac.) Study area average Pervious fraction(Ap) = 0.520 Study area average soil loss rate(Fm) 0.413(In/Hr) Study area total (this main stream) = 10.06(Ac.) 16 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 35.000 to Point/Station 35.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 0.111(In/Hr) for a 2.0 year storm User specified values are as follows: TC = 990.00 min. Rain intensity = 0.11(In/Hr) Total area this stream = 0.00(Ac.) Total Study Area (Main Stream No. 1) 10.06(Ac.) Total runoff = 5.55(CFS) 17 TRACT MAP 16378 RATIONAL HYDROLOGY 2 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 35.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 59.370(Ft.) Downstream point/station elevation 58.810(Ft.) Pipe length = 224.67(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 5.550(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 5.550(CFS) Normal flow depth in pipe 13.29(In.) Flow top width inside pipe 15.82(In.) Critical Depth = 10.90(In.) Pipe flow velocity = 3.97(Ft/s) Travel time through pipe = 0.94 min. Time of concentration (TC) 990.94 min. End of computations, Total Study Area 10.06 (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) = 0.520 Area averaged SCS curve number = 50.6 18 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 10/20/05 ------------------------------------------------------------------------ City of Fontana - Tract Map 16378 propose condition - 10 -year Event Program License Serial Number 4034 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall 0.960 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 I I TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance 115.000(Ft.) Top (of initial area) elevation = 1183.000(Ft.) Bottom (of initial area) elevation = 1180.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.02609 s(%)= 2.61 TC = k(O.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.382 min. Rainfall intensity = 4.079(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.811 Subarea runoff = 0.728(CFS) Total initial stream area = 0.220(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) 2 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 31.000 to Point/Station 32.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1180.000(Ft.) End of street segment elevation = 1170.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 2.379(CFS) Depth of flow = 0.244(Ft.), Average velocity = 2.533(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.856(Ft.) Flow velocity 2.53(Ft/s) Travel time = 3.29 min. TC 8.67 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.064(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.781 Subarea runoff 3.198(CFS) for 1.420(Ac.) Total runoff = 3.926(CFS) Effective area this stream = 1.64(Ac.) Total Study Area (Main Stream No. 1) = 1.64(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 3.926(CFS) Half street flow at end of street = 1.963(CFS) Depth of flow = 0.278(Ft.), Average velocity = 2.796(Ft/s) Flow width (from curb towards crown)= 7.584(Ft.) 3 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 32.000 to Point/Station 33.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1170.000(Ft.) End of street segment elevation = 1166.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 5.603(CFS) Depth of flow = 0.354(Ft.), Average velocity = 1.977(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.358(Ft.) Flow velocity 1.98(Ft/s) Travel time = 5.06 min. TC 13.73 min. Adding area flow to street RESIDENTIAL(S - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Frn)= 0.404(In/Hr) Rainfall intensity = 2.326(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.744 Subarea runoff 3.165(CFS) for 2.460(Ac.) Total runoff = 7.090(CFS) Effective area this stream = 4.10(Ac.) Total Study Area (Main Stream No. 1) = 4.10(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 7.090(CFS) Half street flow at end of street = 3.545(CFS) Depth of flow = 0.37�(Ft.), Average velocity = 2.090(Ft/s) Flow width (from curb towards crown)= 12.528(Ft.) 4 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ................................................ 4 ...................... Process from Point/Station 33.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.100(Ac.) Runoff from this stream = 7.090(CFS) Time of concentration 13.73 min. Rainfall intensity = 2.326(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 5 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 40.000 to Point/Station 41.000 INITIAL AREA EVALUATION RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(ln/Hr) Initial subarea data: Initial area flow distance 200.000(Ft.) Top (of initial area) elevation = 1170.500(Ft.) Bottom (of initial area) elevation = 1168.300(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.01100 S(%)= 1.10 TC = k(O.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.981 min. Rainfall intensity = 3.220(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.787 Subarea runoff = 0.988(CFS) Total initial stream area = 0.390(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) 6 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ................................................ 4 ...................... Process from Point/Station 41.000 to Point/Station 42.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1168.300(Ft.) End of street segment elevation = 1163.000(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 1.356(CFS) Depth of flow = 0.252(Ft.), Average velocity = 2.596(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.291(Ft.) Flow velocity 2.60(Ft/s) Travel time = 1.70 min. TC 9.68 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soii(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.868(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.773 Subarea runoff 0.674(CFS) for 0.360(Ac.) Total runoff = 1.663(CFS) Effective area this stream = 0.75(Ac.) Total Study Area (Main Stream No. 1) = 4.85(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 1.663(CFS) Half street flow at end of street = 1.663(CFS) Depth of flow = 0.266(Ft.), Average velocity = 2.702(Ft/s) Flow width (from curb towards crown)= 6.991(Ft.) 7 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 42.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.750(Ac.) Runoff from this stream 1.663(CFS) Time of concentration 9.68 min. Rainfall intensity = 2.868(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 7.09 4.100 13.73 0.404 2.326 2 1.66 0.750 9.68 0.404 2.868 Qmax(l) = 1.000 * 1.000 * 7.090) + 0.780 * 1.000 * 1.663) + = 8.387 Qmax(2) = 1.282 * 0.705 * 7.090) + 1.000 * 1.000 * 1.663) + = 8.074 Total of 2 streams to confluence: Flow rates before confluence point: 7.090 1.663 Maximum flow rates at confluence using above data: 8.387 8.074 Area of streams before confluence: 4.100 0.750 Effective area values after confluence: 4.850 3.642 Results of confluence: Total flow rate = 8.387(CFS) Time of concentration 13.729 min. Effective stream area after confluence 4.850(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) 0.404(In/Hr) Study area total (this main stream) = 4.85(Ac.) I 8 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 42.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1161.100(Ft.) Downstream point/station elevation = 1160.000(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 8.387(CFS) Given pipe size 24.00(In.) Calculated individual pipe flow 8.387(CFS) Normal flow depth in pipe 8.39(In.) Flow top width inside pipe 22.89(In.) Critical Depth = 12.39(In.) Pipe flow velocity = 8.58(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) 13.84 min. AN I 9 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... 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 = 4.850(Ac.) Runoff from this stream 8.387(CFS) Time of concentration 13.84 min. Rainfall intensity = 2.315(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 10 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR -PROPOSE CONDITION ...................................................................... Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance 162.000(Ft.) Top (of initial area) elevation = 1184.000(Ft.) Bottom (of initial area) elevation = 1179.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.03086 s(%)= 3.09 TC = k(O.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.968 min. Rainfall intensity = 3.834(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.805 Subarea runoff = 1.049(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) I M11 I I TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 21.000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 12 Top of street segment elevation = 1179.000(Ft.) End of street segment elevation = 1170.000(Ft.) Length of street segment = 491.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 4.025(CFS) Depth of flow = 0.283(Ft.), Average velocity = 2.716(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.837(Ft.) Flow velocity 2.72(Ft/s) Travel time 3.01 min. TC 8.98 min. Adding area flow to street RESIDENTIAL(5 - 7 dwi/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.000(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.779 Subarea runoff 5.796(CFS) for 2.590(Ac.) Total runoff = 6.845(CFS) Effective area this stream = 2.93(Ac.) Total Study Area (Main Stream No. 1) = 7.78(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 6.845(CFS) Half street flow at end of street = 3.423(CFS) Depth of flow = 0.326(Ft.), Average velocity = 3.055(Ft/s) Flow width (from curb towards crown)= 9.967(Ft.) 12 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 22.000 to Point/Station 23.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1170.000(Ft.) End of street segment elevation = 1166.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 7.928(CFS) Depth of flow = 0.379(Ft.), Average velocity = 2.301(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.634(Ft.) Flow velocity 2.30(Ft/s) Travel time = 3.62 min. TC 12.60 min. Adding area flow to street RESIDENTIAL(5 - 7 dwi/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 2.448(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.751 Subarea runoff 2.003(CFS) for 1.880(Ac.) Total runoff = 8.848(CFS) Effective area this stream = 4.81(Ac.) Total Study Area (Main Stream No. 1) = 9.66(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 8.848(CFS) Half street flow at end of street = 4.424(CFS) Depth of flow = 0.391(Ft.), Average velocity = 2.361(Ft/s) Flow width (from curb towards crown)= 13.217(Ft.) 13 TRACT MAP 16378 RATIONAL PROGRAM I O -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 23.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 60.380(Ft.) Downstream point/station elevation 60.050(Ft.) Pipe length = 32.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 8.848(CFS) Given pipe size 24.00(In.) Calculated individual pipe flow 8.848(CFS) Normal flow depth in pipe 10.42(In.) Flow top width inside pipe 23.79(In.) Critical Depth = 12.73(In.) Pipe flow velocity = 6.76(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) 12.68 min. 14 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... 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 = 5.210(Ac.) Runoff from this stream = 9.463(CFS) Time of concentration 12.68 min. Rainfall intensity = 2.439(In/Hr) Area averaged loss rate (Fm) = 0.4209(In/Hr) Area averaged Pervious ratio (Ap) = 0.5384 Summary of stream data: Stream Area Flow rate No. (Ac.) (CFS) 1 8.39 2 9.46 Qmax (1) = 1.000 * 0. 939 * Qmax (2) = 1.065 * 1.000 * 4.850 5.210 TC Fm (min) (In/Hr) 13.84 0.404 12.68 0.421 1.000 * 8.387) + 1.000 * 9.463) + 0.917 * 8.387) + 1.000 * 9.463) + Total of 2 streams to confluence: Flow rates before confluence point: Rainfall Intensity (In/Hr) 2.315 2.439 17.269 17.651 8.387 9.463 Maximum flow rates at confluence using above data: 17.269 17.651 Area of streams before confluence: 4.850 5.210 Effective area values after confluence: 10.060 9.657 Results of confluence: Total flow rate = 17.651(CFS) Time of concentration = 12.685 min. Effective stream area after confluence 9.657(Ac.) Study area average Pervious fraction(Ap) = 0.520 Study area average soil loss rate(Fm) 0.413(In/Hr) Study area total (this main stream) = 10.06(Ac.) 16 OW .W UN TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION I 0 W" No *M aw on to 15 ...................................................................... Process from Point/Station 34.000 to Point/Station 35.000 **** SUBAREA FLOW ADDITION **** aw UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 aw Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 64.28 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.619(In/Hr) Time of concentration 12.68 min. Rainfall intensity = 2.439(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.745 Subarea runoff 0.615(CFS) for 0.400(Ac.) Total runoff = 9.463(CFS) Effective area this stream = 5.21(Ac.) Total Study Area (Main Stream No. 1) = 10.06(Ac.) Area averaged Fm value = 0.421(In/Hr) I 0 W" No *M aw on to 15 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 35.000 to Point/Station 35.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** RESIDENTIAL(S - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 0.179(In/Hr) for a 10.0 year storm User specified values are as follows: TC = 990.00 min. Rain intensity = 0.18(In/Hr) Total area this stream = 0.00(Ac.) Total Study Area (Main Stream No. 1) 10.06(Ac.) Total runoff = 8.71(CFS) 17 TRACT MAP 16378 RATIONAL PROGRAM 10 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 35.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 59.370(Ft.) Downstream point/station elevation 58.810(Ft.) Pipe length = 224.67(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 8.710(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 1.564(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss 1.106(Ft.) Minor friction loss 1.019(Ft.) K -factor 2.70 Pipe flow velocity = 4.93(Ft/s) Travel time through pipe 0.76 min. Time of concentration (TC) 990.76 min. End of computations, Total Study Area 10.06 (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) = 0.520 Area averaged SCS curve number = 50.6 18 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 10/20/05 ------------------------------------------------------------------------ City of Fontana - Tract Map 16378 propose condition - 25 year event Program License Serial Number 4034 ------------------------------------------------------------------------ Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.960(In.) 100 Year storm 1 hour rainfall = 1.480(In.) Computed rainfall intensity: Storm year 25.00 1 hour rainfall 1.167 (In.) Slope used for rainfall intensity curve b 0.6000 Soil antecedent moisture condition (AMC) 2 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance 115.000(Ft.) Top (of initial area) elevation = 1183.000(Ft.) Bottom (of initial area) elevation = 1180.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.02609 s(%)= 2.61 TC = k(O.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.382 min. Rainfall intensity = 4.959(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.827 Subarea runoff = 0.902(CFS) Total initial stream area = 0.220(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) 2 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 31.000 to Point/Station 32.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1180.000(Ft.) End of street segment elevation = 1170.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 2.990(CFS) Depth of flow = 0.259(Ft.), Average velocity = 2.645(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.622(Ft.) Flow velocity 2.65(Ft/s) Travel time = 3.15 min. TC 8.53 min. Adding area flow to street RESIDENTIA-L(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.761(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.803 Subarea runoff 4.052(CFS) for 1.420(Ac.) Total runoff = 4.954(CFS) Effective area this stream = 1.64(Ac.) Total Study Area (Main Stream No. 1) = 1.64(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 4.954(CFS) Half street flow at end of street = 2.477(CFS) Depth of flow = 0.296(Ft.), Average velocity = 2.940(Ft/s) Flow width (from curb towards crown)= 8.461(Ft.) 3 TRACT M.AP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 32.000 to Point/Station 33.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1170.000(Ft.) End of street segment elevation = 1166.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 7.102(CFS) Depth of flow = 0.377(Ft.), Average velocity = 2.091(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.537(Ft.) Flow velocity 2.09(Ft/s) Travel time = 4.78 min. TC 13.32 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 0.404(In/Hr) Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Rainfall intensity = 2.880(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.774 Subarea runoff 4.179(CFS) for 2.460(Ac.) Total runoff = 9.133(CFS) Effective area this stream = 4.10(Ac.) Total Study Area (Main Stream No. 1) = 4.10(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 9.133(CFS) Half street flow at end of street = 4.567(CFS) Depth of flow = 0.405(Ft.), Average velocity = 2.220(Ft/s) Flow width (from curb towards crown)= 13.894(Ft.) 4 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 33.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.100(Ac.) Runoff from this stream 9.133(CFS) Time of concentration 13.32 min. Rainfall intensity = 2.880(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 5 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance 200.000(Ft.) Top (of initial area) elevation = 1170.500(Ft.) Bottom (of initial area) elevation = 1168.300(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.01100 S(%)= 1.10 TC = k(O.389)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 7.981 min. Rainfall intensity = 3.915(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.807 Subarea runoff = 1.232(CFS) Total initial stream area = 0.390(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) 6 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 41.000 to Point/Station 42.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ***- Top of street segment elevation = 1168.300(Ft.) End of street segment elevation = 1163.000(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 1.697(CFS) Depth of flow = 0.268(Ft.), Average velocity = 2.713(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.062(Ft.) Flow velocity 2.71(Ft/s) Travel time = 1.63 min. TC 9.61 min. Adding area flow to street RESIDENTIA-L(5 - 7 dwi/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.502(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.796 Subarea runoff 0.859(CFS) for 0.360(Ac.) Total runoff = 2.091(CFS) Effective area this stream = 0.75(Ac.) Total Study Area (Main Stream No. 1) = 4.85(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 2.091(CFS) Half street flow at end of street = 2.091(CFS) Depth of flow = 0.283(Ft.), Average velocity = 2.834(Ft/s) Flow width (from curb towards crown)= 7.817(Ft.) 7 I 4" too 00 MW d1W 0 VIM "W 0" am 4 oft am 0" wo 4W an NM so TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 42.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.750(Ac.) Runoff from this stream 2.091(CFS) Time of concentration 9.61 min. Rainfall intensity = 3.502(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 9.13 4.100 13.32 0.404 2.880 2 2.09 0.750 9.61 0.404 3.502 Qmax(l) = 1.000 * 1.000 * 9.133) + 0.799 * 1.000 * 2.091) + = 10.804 Qmax(2) = 1.251 * 0.722 * 9.133) + 1.000 * 1.000 * 2.091) + = 10.340 Total of 2 streams to confluence: Flow rates before confluence point: 9.133 2.091 Maximum flow rates at confluence using above data: 10.804 10.340 Area of streams before confluence: 4.100 0.750 Effective area values after confluence: 4.850 3.709 Results of confluence: Total flow rate = 10.804(CFS) Time of concentration = 13.315 min. Effective stream area after confluence 4.850(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) 0.404(In/Hr) Study area total (this main stream) = 4.85(Ac.) 8 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 42-000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1161.100(Ft.) Downstream point/station elevation = 1160.000(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 10.804(CFS) Given pipe size 24.00(In.) Calculated individual pipe flow 10.804(CFS) Normal flow depth in pipe 9.61(In.) Flow top width inside pipe 23.52(In.) Critical Depth = 14.14(In.) Pipe flow velocity = 9.19(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) 13.41 min. 9 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... 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 = 4.850(Ac.) Runoff from this stream 10.804(CFS) Time of concentration 13.41 min. Rainfall intensity 2.867(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 10 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance 162.000(Ft.) Top (of initial area) elevation = 1184.000(Ft.) Bottom (of initial area) elevation = 1179.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.03086 s(%)= 3.09 TC = k(O.389)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 5.968 min. Rainfall intensity = 4.660(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.822 Subarea runoff = 1.302(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) �Av I I TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 21.000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1179.000(Ft.) End of street segment elevation = 1170.000(Ft.) Length of street segment = 491.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 5.065(CFS) Depth of flow = 0.301(Ft.), Average velocity = 2.855(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.719(Ft.) Flow velocity 2.86(Ft/s) Travel time 2.87 min. TC 8.83 min. Adding area flow to street RESIDENTIA-L(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.683(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.801 Subarea runoff 7.344(CFS) for 2.590(Ac.) Total runoff = 8.646(CFS) Effective area this stream = 2.93(Ac.) Total Study Area (Main Stream No. 1) = 7.78(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 8.646(CFS) Half street flow at end of street = 4.323(CFS) Depth of flow = 0.347(Ft.), Average velocity = 3.224(Ft/s) Flow width (from curb towards crown)= 11.018(Ft.) Im 12 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 22-000 to Point/Station 23.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * ... Top of street segment elevation = 1170.000(Ft.) End of street segment elevation = 1166.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 10.095(CFS) Depth of flow 0.406(Ft.), Average velocity = 2.437(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.945(Ft.) Flow velocity 2.44(Ft/s) Travel time = 3.42 min. TC 12.25 min. Adding area flow to street RESIDENTIAL(5 - 7 dwi/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.027(ln/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.780 Subarea runoff 2.706(CFS) for 1.880(Ac.) Total runoff = 11.352(CFS) Effective area this stream 4.81(Ac.) Total Study Area (Main Stream No. 1) 9.66(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 11.352(CFS) Half street flow at end of street = 5.676(CFS) Depth of flow = 0.419(Ft.), Average velocity = 2.507(Ft/s) Flow width (from curb towards crown)= 14.621(Ft.) 13 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 23.000 to Point/Station 34.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation 60.380(Ft.) Downstream point/station elevation 60.050(Ft.) Pipe length = 32.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 11.352(CFS) Given pipe size 24.00(In.) Calculated individual pipe flow 11.352(CFS) Normal flow depth in pipe 12.02(In.) Flow top width inside pipe 24.00(In.) Critical Depth 14.49(In.) Pipe flow velocity 7.21(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) 12.33 min. 14 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 34.000 to Point/Station 35.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 64.28 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.619(In/Hr) Time of concentration 12.33 min. Rainfall intensity = 3.015(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.774 Subarea runoff 0.814(CFS) for 0.400(Ac.) Total runoff = 12.166(CFS) Effective area this stream = 5.21(Ac.) Total Study Area (Main Stream No. 1) = 10.06(Ac.) Area averaged Fm value = 0.421(In/Hr) I 15 TRACT MAP 16378 RATIONALPROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... 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 = 5.210(Ac.) Runoff from this stream 12.166(CFS) Time of concentration 12.33 min. Rainfall intensity = 3.015(In/Hr) Area averaged loss rate (Fm) = 0.4209(In/Hr) Area averaged Pervious ratio (Ap) = 0.5384 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 10.80 4.850 13.41 0.404 2.867 2 12.17 5.210 12.33 0.421 3.015 Qmax(l) = 1.000 * 1.000 * 10.804) + 0.943 * 1.000 * 12.166) + = 22.273 Qmax(2) = 1.060 * 0.919 * 10.804) + 1.000 * 1.000 * 12.166) + = 22.697 Total of 2 streams to confluence: Flow rates before confluence point: 10.804 12.166 Maximum flow rates at confluence using above data: 22.273 22.697 Area of streams before confluence: 4.850 5.210 Effective area values after confluence: 10.060 9.668 Results of confluence: Total flow rate = 22.697(CFS) Time of concentration = 12.330 min. Effective stream area after confluence 9.668(Ac.) Study area average Pervious fraction(Ap) = 0.520 Study area average soil loss rate(Fm) 0.413(In/Hr) Study area total (this main stream) = 10.06(Ac.) 1, 16 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSECONDIT10N ...................................................................... Process from Point/Station 35.000 to Point/Station 35.000 **** USER DEFINED FLOW INFORMATION AT A POINT RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 0.217(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 990.00 min. Rain intensity = 0.22(In/Hr) Total area this stream 0.00(Ac.) Total Study Area (Main Stream No. 1) 10.06(Ac.) Total runoff = 9.72(CFS) 17 TRACT MAP 16378 RATIONAL PROGRAM 25 -YEAR EVENT PROPOSE CONDITION ...................................................................... Process from Point/Station 35.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 59.370(Ft.) Downstream point/station elevation 58.810(Ft.) Pipe length = 224.67(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 9.720(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 2.085(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss 1.377(Ft.) Minor friction loss 1.268(Ft.) K -factor 2.70 Pipe flow velocity = 5.50(Ft/s) Travel time through pipe 0.68 min. Time of concentration (TC) 990.68 min. End of computations, Total Study Area 10.06 (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 confiuences in the rational equation. Area averaged pervious area fraction(Ap) = 0.520 Area averaged SCS curve number = 50.6 18 TRACT MAP 16378 RATIONAL PRORGAM I 00 -YEAR PROPOSE CONDITION San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2004 Version 7.0 Rational Hydrology Study Date: 10/20/05 ------------------------------------------------------------------------ City of Fontana - Tract Map 16378 Propose condition - 100 year event Program License Serial Number 4034 ------------------------------------------------------------------------ Hydrology Study Control Information ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.960(In.) 100 Year storm 1 hour rainfall = 1.480(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall 1.480 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 I TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDIT-ION ...................................................................... Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION RESIDENTIAL(S - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance 115.000(Ft.) Top (of initial area) elevation = 1183.000(Ft.) Bottom (of initial area) elevation = 1180.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.02609 s(%)= 2.61 TC = k(O.389)*[(length A 3)/(elevation change)]^0.2 Initial area time of concentration = 5.382 min. Rainfall intensity = 6.289(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.842 Subarea runoff = 1.165(CFS) Total initial stream area = 0.220(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) 2 TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 31.000 to Point/Station 32.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1180.000(Ft.) End of street segment elevation = 1170.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 3.923(CFS) Depth of flow = 0.278(Ft.), Average velocity = 2.796(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.582(Ft.) Flow velocity 2.80(Ft/s) Travel time = 2.98 min. TC 8.36 min. Adding area flow to street RESIDENTIAL(5 - 7 dwi/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 ALI Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 4.828(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 5.364(CFS) for 1.420(Ac.) Total runoff = 6.529(CFS) Effective area this stream = 1.64(Ac.) Total Study Area (Main Stream No. 1) = 1.64(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 6.529(CFS) Half street flow at end of street = 3.264(CFS) Depth of flow = 0.318(Ft.), Average velocity = 3.126(Ft/s) Flow width (from curb towards crown)= 9.579(Ft.) 3 ow so am bw TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDITION ON in ...................................................................... Process from Point/Station 32.000 to Point/Station 33.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 1170.000(Ft.) End of street segment elevation = 1166.000(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 = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 hu Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street 9M Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 go Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) off Manning's N in gutter = 0.0150 ow 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 = 9.482(CFS) Depth of flow = 0.409(Ft.), Average velocity = 2.240(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.106(Ft.) Flow velocity 2.24(Ft/s) Travel time = 4.46 min. TC 12.83 min. Adding area flow to street RESIDENTIAL(5 - 7 dwi/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.735(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 5.761(CFS) for 2.460(Ac.) Total runoff = 12.290(CFS) Effective area this stream = 4.10(Ac.) Total Study Area (Main Stream No. 1) = 4.10(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 12.290(CFS) Half street flow at end of street = 6.145(CFS) Depth of flow = 0.440(Ft.), Average velocity = 2.384(Ft/s) Flow width (from curb towards crown)= 15.654(Ft.) PW ow on so 4 am it W iW TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CADNDITION ...................................................................... Process from Point/Station 33.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.100(Ac.) Runoff from this stream 12.290(CFS) Time of concentration 12.83 min. Rainfall intensity = 3.735(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 R TRACT MAP 16378 RATIONAL PRORGAM IWYEAR PROPOSE CONDIT10N ...................................................................... Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance 200.000(Ft.) Top (of initial area) elevation = 1170.500(Ft.) Bottom (of initial area) elevation = 1168.300(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.01100 S(%)= 1.10 TC = k(O.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.981 min. Rainfall intensity = 4.965(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.827 Subarea runoff = 1.601(CFS) Total initial stream area = 0.390(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) 17 6 TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 41.000 to Point/Station 42.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1168.300(Ft.) End of street segment elevation = 1163.000(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 32.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 2.214(CFS) Depth of flow = 0.287(Ft.), Average velocity = 2.869(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.031(Ft.) Flow velocity 2.87(Ft/s) Travel time 1.54 min. TC 9.52 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 4.466(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 1.141(CFS) for 0.360(Ac.) Total runoff = 2.742(CFS) Effective area this stream = 0.75(Ac.) Total Study Area (Main Stream No. 1) = 4.85(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 2.742(CFS) Half street flow at end of street = 2.742(CFS) Depth of flow = 0.304(Ft.), Average velocity = 3.006(Ft/s) Flow width (from curb towards crown)= 8.862(Ft.) 7 4M TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDITION ow ...................................................................... Process from Point/Station 42.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS -**- Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.750(Ac.) Runoff from this stream 2.742(CFS) Time of concentration 9.52 min. Rainfall intensity = 4.466(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity aw No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) on 1 12.29 4.100 12.83 0.404 3.735 No 2 2.74 0.750 9.52 0.404 4.466 Qmax(l) = ON 1.000 * 1.000 * 12.290) + 0.820 * 1.000 * 2.742) + = 14.538 Qmax(2) = 1.220 * 0.742 * 12.290) + 1.000 * 1.000 * 2.742) + = 13.867 Total of 2 streams to confluence: Flow rates before confluence point: 12.290 2.742 Maximum flow rates at confluence using above data: 14.538 13.867 Area of streams before confluence: 4.100 0.750 Effective area values after confluence: 4.850 3.793 Results of confluence: Total flow rate = 14.538(CFS) Time of concentration = 12.827 min. Effective stream area after confluence 4.850(Ac.) Study area average Pervious fraction(Ap) 0.500 Study area average soil loss rate(Fm) 0.404(In/Hr) Study area total (this main stream) 4.85(Ac.) ON 60 sm No go am an 8 Im TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 42.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1161.100(Ft.) Downstream point/station elevation = 1160.000(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 14.538(CFS) Given pipe size 24.00(In.) Calculated individual pipe flow 14.538(CFS) Normal flow depth in pipe 11.34(In.) Flow top width inside pipe 23.96(In.) Critical Depth = 16.48(In.) Pipe flow velocity = 9.94(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) 12.92 min. 2 TRACT MAP 16378 RATIONAL PRORGAM I 00 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS .... Aiong Main Stream number: 1 in normal stream number 1 Stream flow area = 4.850(Ac.) Runoff from this stream 14.538(CFS) Time of concentration 12.92 min. Rainfall intensity = 3.719(In/Hr) Area averaged loss rate (Fm) = 0.4044(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 10 TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Initial subarea data: Initial area flow distance 162.000(Ft.) Top (of initial area) elevation = 1184.000(Ft.) Bottom (of initial area) elevation = 1179.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.03086 s(%)= 3.09 TC = k(O.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.968 min. Rainfall intensity = 5.911(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.838 Subarea runoff = 1.685(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction 0.500 Initial area Fm value 0.404(In/Hr) I I TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 21.000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1179.000(Ft.) End of street segment elevation = 1170.000(Ft.) Length of street segment 491.000(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 = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 6.595(CFS) Depth of flow = 0.323(Ft.), Average velocity = 3.030(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 9.807(Ft.) Flow velocity 3.03(Ft/s) Travel time = 2.70 min. TC 8.67 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 4.724(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.823 Subarea runoff 9.707(CFS) for 2.590(Ac.) Total runoff = 11.392(CFS) Effective area this stream = 2.93(Ac.) Total Study Area (Main Stream No. 1) = 7.78(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 11.392(CFS) Half street flow at end of street = 5.696(CFS) Depth of flow = 0.374(Ft.), Average velocity = 3.440(Ft/s) Flow width (from curb towards crown)= 12.366(Ft.) 12 TRACT MAP 16378 RATIONAL PRORGAM I 00 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 22.000 to Point/Station 23.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1170.000(Ft.) End of street segment elevation = 1166.000(Ft.) Length of street segment = 500.000(Ft.) Height of curb above gutter flowiine = 8.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(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 = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 13.352(CFS) Depth of flow = 0.439(Ft.), Average velocity = 2.607(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.603(Ft.) Flow velocity 2.61(Ft/s) Travel time = 3.20 min. TC 11.87 min. Adding area flow to street RESIDENTIAL(5 - 7 dwi/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for sail(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 3.913(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.807 Subarea runoff 3.799(CFS) for 1.880(Ac.) Total runoff = 15.191(CFS) Effective area this stream = 4.81(Ac.) Total Study Area (Main Stream No. 1) = 9.66(Ac.) Area averaged Fm value = 0.404(In/Hr) Street flow at end of street = 15.191(CFS) Half street flow at end of street = 7.595(CFS) Depth of flow = 0.455(Ft.), Average velocity = 2.689(Ft/s) Flow width (from curb towards crown)= 16.424(Ft.) 13 TRACT MAP 16378 RATIONAL PRORGAM I 00 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 23.000 to Point/Station 34.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation 60.380(Ft.) Downstream point/station elevation 60.050(Ft.) Pipe length = 32.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 15.191(CFS) Given pipe size 24.00(In.) Calculated individual pipe flow 15.191(CFS) Normal flow depth in pipe 14.39(In.) Flow top width inside pipe 23.52(In.) Critical Depth 16.86(In.) Pipe flow velocity 7.73(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) 11.94 min. 14 TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 34.000 to Point/Station 35.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 64.28 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.619(In/Hr) Time of concentration 11.94 min. Rainfall intensity = 3.899(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 1.120(CFS) for 0.400(Ac.) Total runoff = 16.311(CFS) Effective area this stream = 5.21(Ac.) Total Study Area (Main Stream No. 1) = 10.06(Ac.) Area averaged Fm value = 0.421(In/Hr) 15 TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDITION ...................................................................... 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 = 5.210(Ac.) Runoff from this stream 16.311(CFS) Time of concentration 11.94 min. Rainfall intensity = 3.899(In/Hr) Area averaged loss rate (Fm) = 0.4209(In/Hr) Area averaged Pervious ratio (Ap) = 0.5384 Summary of stream data: Stream Area Flow rate TC Fm Rainfall Intensity No. (Ac.) (CFS) (min) (In/Hr) (In/Hr) 1 14.54 4.850 12.92 0.404 3.719 2 16.31 5.210 11.94 0.421 3.899 Qmax(l) = 1.000 * 1.000 * 14.538) + 0.948 * 1.000 * 16.311) + = 30.002 Qmax(2) = 1.054 * 0.924 * 14.538) + 1.000 * 1.000 * 16.311) + = 30.476 Total of 2 streams to confluence: Flow rates before confluence point: 14.538 16.311 Maximum flow rates at confluence using above data: 30.002 30.476 Area of streams before confluence: 4.850 5.210 Effective area values after confluence: 10.060 9.692 Results of confluence: Total flow rate = 30.476(CFS) Time of concentration = 11.938 min. Effective stream area after confluence 9.692(Ac.) Study area average Pervious fraction(Ap) = 0.520 Study area average soil loss rate(Fm) 0.413(In/Hr) Study area total (this main stream) = 10.06(Ac.) 16 TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 35.000 to Point/Station 35.000 USER DEFINED FLOW INFORMATION AT A POINT RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.580 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.420 SCS curve number for soil(AMC 2) = 50.06 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.404(In/Hr) Rainfall intensity = 0.275(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 990.00 min. Rain intensity = 0.28(In/Hr) Total area this stream = 0.00(Ac.) Total Study Area (Main Stream No. 1) 10.06(Ac.) Total runoff = 11.33(CFS) 17 TRACT MAP 16378 RATIONAL PRORGAM 100 -YEAR PROPOSE CONDITION ...................................................................... Process from Point/Station 35.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 59.370(Ft.) Downstream point/station elevation 58.810(Ft.) Pipe length = 224.67(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 11.330(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 3.034(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss 1.871(Ft.) Minor friction loss 1.723(Ft.) K -factor 2.70 Pipe flow velocity = 6.41(Ft/s) Travel time through pipe 0.58 min. Time of concentration (TC) 990.58 min. End of computations, Total Study Area 10.06 (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) = 0.520 Area averaged SCS curve number = 50.6 18 C)mm co < cc ry CArAW9A AtEMIF n 0 /w F- L) < 0� F- m D 0 T -7 1 1 I AA� 441h� WATERHED BO LEGEND: VICINITY QO N DESIGNATIOI`j ELEV. NODE 1164) NODE NO. 140��12 WATERSHED BOUNDARY Qjo 10—YEAR VOLUME Qoo— — 1 00—YEAR VOLUME — FLOW DIRECTION EXHIBIT K-1 EXISTING CONDITION 7— C) COM BOUNQARY m 0 ATERHED TRACT BOUNMRY SCALE: 1 100' Tu 1 50 0 50 100 150 Vol ! 311 EA SAN CM > 1182 TEL: � FAX: 4 co co F CL CL zo Z M M 0, 0 00 C, LLJ m F F— cc LLJ< F< F - N CL to z 0 \\o, F- C) < CC F- < n I A 1 Z D .�62A 0 a m ui I-- uwj 0 Cb I— C)mm co < cc ry CArAW9A AtEMIF n 0 /w F- L) < 0� F- m D 0 T -7 1 1 I AA� 441h� WATERHED BO LEGEND: VICINITY QO N DESIGNATIOI`j ELEV. NODE 1164) NODE NO. 140��12 WATERSHED BOUNDARY Qjo 10—YEAR VOLUME Qoo— — 1 00—YEAR VOLUME — FLOW DIRECTION EXHIBIT K-1 EXISTING CONDITION c> C) COM m 0 m 0 SCALE: 1 100' Tu 1 50 0 50 100 150 Vol ! 311 EA SAN CM TEL: � FAX: 4 C)mm co < cc ry CArAW9A AtEMIF n 0 /w F- L) < 0� F- m D 0 T -7 1 1 I AA� 441h� WATERHED BO LEGEND: VICINITY QO N DESIGNATIOI`j ELEV. NODE 1164) NODE NO. 140��12 WATERSHED BOUNDARY Qjo 10—YEAR VOLUME Qoo— — 1 00—YEAR VOLUME — FLOW DIRECTION EXHIBIT K-1 EXISTING CONDITION F- 0 F- 0 oflu 8 M 0 l) -o �o 1 0, o(, -I 1.39CFS 0 KB - 1*'� m< CM4 00 0 LUM 0 U M _j 2: 0: w L-500' CL m (A _ftNta 00 ON - cy) M 0 M 0 0:2 0 < _j L-500' �2 ME 0 z D m 04 0 0: i OWNER 0 rX Y= FAN AM SW YU F A & OKW C? F- 0 F- 0 oflu 8 M ow ,,, l) -o �o 1 0, o(, -I 1.39CFS os m Zol KB - 1*'� m< CM4 00 0 LUM 'M U M _j 2: 0: w L-500' ix m (A _ftNta 00 ON - 00 _lg 0100-fMFS 2,: 1 i3 1 2qCFS B-2 .59AC - I, - _� - JNDAR'Y 0.4r.4Wb /c_l 11 3 -IT- .22C (9 8 M z SUB-WATERHED BOUNDARY 0,C) 0. 0, o(, -I 1.39CFS Sm I Ooo-1.17CFS u'j 025 -0.90CFS 'M L-1 15' je A?7 � 11 ­011�15 .14 A k IENU, C -I- LAND & �TER COM, A NNY WATERHED BJUNDARY / TRACT 19 d 7 9 5 4 Ar 5rCX&ORF L4NZ- IY4 WATERHED BOUNDARY / TRACT BOUNDARY r Bil Q Qioo-6.68CFS; (INTERCEPTED) 6.61 Q,0000:.8.51CFS (CARRYOVERI I I z LEGEND: WATERHED BOUNDA t �� �-K t f, SUB BASIN DESIGNATION �y W(6: t8)FS A-1 @1 170.5NG p AREA OAC MB 111 /12 L -20V ELEV. NODE 116583 33 64 =1 iFL .6RFS 100 NODE NO. 025 = 1 FS % Cp A -0 A 1400 "�4 - - -WATERSHED BOUNDARY 1 Q lo - - - 1 O -YEAR VOLUME L-600' Oloo- - - 1 00 -YEAR VOLUME 0100-12.29CFS 02!, -9.13CFS 11 66FG I i I - - - FLOW DIRECTION ATOTAL LOT NUMBER 11 113;24�Fk 5AC (AREA C, TO C5) ATo7AL %j Oioo-14.54CFS 025 -10.80CFS CONFLUENCE 0 CATCH BASIN #3 I 11 66FG A w4ps WATERHE� BOUNDARY / TRACT BOUNDARY ............. -0 oc:> 1.4 ATOTAL-2.93AC 0,C) 0. 0, o(, -I 1.39CFS Sm AToTAL-1.84AC u'j 'D Q_ 'M _0ioo-6.53CFS 0 25 -4.95CFS A?7 L-500' 1170 - m (A _ftNta 00 ON - A k IENU, C -I- LAND & �TER COM, A NNY WATERHED BJUNDARY / TRACT 19 d 7 9 5 4 Ar 5rCX&ORF L4NZ- IY4 WATERHED BOUNDARY / TRACT BOUNDARY r Bil Q Qioo-6.68CFS; (INTERCEPTED) 6.61 Q,0000:.8.51CFS (CARRYOVERI I I z LEGEND: WATERHED BOUNDA t �� �-K t f, SUB BASIN DESIGNATION �y W(6: t8)FS A-1 @1 170.5NG p AREA OAC MB 111 /12 L -20V ELEV. NODE 116583 33 64 =1 iFL .6RFS 100 NODE NO. 025 = 1 FS % Cp A -0 A 1400 "�4 - - -WATERSHED BOUNDARY 1 Q lo - - - 1 O -YEAR VOLUME L-600' Oloo- - - 1 00 -YEAR VOLUME 0100-12.29CFS 02!, -9.13CFS 11 66FG I i I - - - FLOW DIRECTION ATOTAL LOT NUMBER 11 113;24�Fk 5AC (AREA C, TO C5) ATo7AL %j Oioo-14.54CFS 025 -10.80CFS CONFLUENCE 0 CATCH BASIN #3 I 11 66FG A w4ps WATERHE� BOUNDARY / TRACT BOUNDARY ............. -0 oc:> 1.4 ATOTAL-2.93AC 0,C) 0. 0, o(, -I 1.39CFS Sm 0 25 -4.65CFS L-491 u'j 'D Q_ L0 CL a) A?7 CL 0100 14.31CFS (INTERCEPTED) 000 m A k IENU, C -I- LAND & �TER COM, A NNY WATERHED BJUNDARY / TRACT 19 d 7 9 5 4 Ar 5rCX&ORF L4NZ- IY4 WATERHED BOUNDARY / TRACT BOUNDARY r Bil Q Qioo-6.68CFS; (INTERCEPTED) 6.61 Q,0000:.8.51CFS (CARRYOVERI I I z LEGEND: WATERHED BOUNDA t �� �-K t f, SUB BASIN DESIGNATION �y W(6: t8)FS A-1 @1 170.5NG p AREA OAC MB 111 /12 L -20V ELEV. NODE 116583 33 64 =1 iFL .6RFS 100 NODE NO. 025 = 1 FS % Cp A -0 A 1400 "�4 - - -WATERSHED BOUNDARY 1 Q lo - - - 1 O -YEAR VOLUME L-600' Oloo- - - 1 00 -YEAR VOLUME 0100-12.29CFS 02!, -9.13CFS 11 66FG I i I - - - FLOW DIRECTION ATOTAL LOT NUMBER 11 113;24�Fk 5AC (AREA C, TO C5) ATo7AL %j Oioo-14.54CFS 025 -10.80CFS CONFLUENCE 0 CATCH BASIN #3 I 11 66FG A w4ps WATERHE� BOUNDARY / TRACT BOUNDARY -0 oc:> oto 00 0,C) 0. r, 04 0) 04 'D Q_ L0 CL a) CL 0100 14.31CFS (INTERCEPTED) 000 m 00 ON - 00 M 0 M 0 - m L) F L-500' ME OWNER SCALE: 1 "= 100' rX Y= FAN AM SW YU F A & OKW C? 50 0 50 100 150 311 CAST VALLEY OLVD., SUITE 108 SAN CA 91776 L - J TEL* r25 71:66W FAX: 2t 571 5500 A k IENU, C -I- LAND & �TER COM, A NNY WATERHED BJUNDARY / TRACT 19 d 7 9 5 4 Ar 5rCX&ORF L4NZ- IY4 WATERHED BOUNDARY / TRACT BOUNDARY r Bil Q Qioo-6.68CFS; (INTERCEPTED) 6.61 Q,0000:.8.51CFS (CARRYOVERI I I z LEGEND: WATERHED BOUNDA t �� �-K t f, SUB BASIN DESIGNATION �y W(6: t8)FS A-1 @1 170.5NG p AREA OAC MB 111 /12 L -20V ELEV. NODE 116583 33 64 =1 iFL .6RFS 100 NODE NO. 025 = 1 FS % Cp A -0 A 1400 "�4 - - -WATERSHED BOUNDARY 1 Q lo - - - 1 O -YEAR VOLUME L-600' Oloo- - - 1 00 -YEAR VOLUME 0100-12.29CFS 02!, -9.13CFS 11 66FG I i I - - - FLOW DIRECTION ATOTAL LOT NUMBER 11 113;24�Fk 5AC (AREA C, TO C5) ATo7AL %j Oioo-14.54CFS 025 -10.80CFS CONFLUENCE 0 CATCH BASIN #3 I 11 66FG A w4ps 8#3 Tfnu Q100-15-1 0100 14.31CFS (INTERCEPTED) 025 -11.35CFS 0100:1.59CFS (CARRYOVER) L-500' 1.59 CFS CARRYOVER SURFACE FLOW J 18" PVC DRAIN PIPE 0 S-0.25% 2 PIPE FLOW FROM SITE ( Er. BASIN) TO DOWNSTREAM -7.15CFS (INTERCEPTED) O,00-11.33 CFS 0 7.03 FPS ATOTAL-10.06AC -1.36CFS (CARRYOVERI 025 mg.72 CFS 0 6.40 FPS EL- 1158.81 ALLOWABLE DISCHARGE FROM PROJECT SITE. ISEE DETENTION BASINI (0,00-15.65 CFS- (90% OF EXISTING CONDITION)) PLAN FOR DETAl APPROXIMATELY 72% OF EXISTING FLOW FROM SITE I I 59.55FG TOTAL FLO (11.33/15.65-0.72) AToTAL-10-06AC Oioo-30.48CFS FROM SITE INTO DET. @1 � 1 EXHIBIT K-2 025 -22.70CFS BASIN PROPOSE CONDITION C. B. ft Z,4AIE) CURB OPENINTO ( Interccption Given: (a) discharge QZgj,1 � /S-, /,�, CrS (b) street slope S 0, oo6 (c) curb type "A-2" "D" (d) half street width -f t . CC b- elaeC) 7cf e-��Tg -/r Solution: Q/S "-z ) 1/2 Therefore y Q / L cl, !;��3 L 413 3.�-33 (L for total interception) TRY- LP= /C11 L a/y = .33/ Q�Q = �z QP= x o, zlzz Z7,!�6—crs (Intercepted) Qc= CFS(Carryover) MOM C. B. 0 c�,2 C4) 2,r CUR13 OPENINTO Interception Given: (a) discharge Q/cC) CFS L"770;�, 1-" (b) street slope S (c) curb type "A-2" "D" (d) half street width C;L 0 ft. 2 ->- '7'�- C/ Solution: Q/S�Z= -P� 0(114� Therefore y' Q / L 4-13 L 6), �13 1Y, 7� (L for total interception) TRY: L,= t YL aly = .33/ O� Q P4z QP= X e, d=4/ -7,45- CrS (Intercepted) QC= CFS(Car.r7over) -35- C. B. CIV, CUR13 OPENINTO Interception CITS xz 573,6 Given: (a) discharge Q166 �F�raF s7m"'o--6 (b) street slope S e. e) 1,6 4z (c) curb type "A-2" 11IY1 (d) hai-f street width -ft. 74,,0- 3�1 , 1!� 7LO 614"g-) Solution: /-�9, 146 Therefore Y=Eol i'Ll (z / S�z e. o/W Q / L V-, L �Po -:?L�33 (L for total interception� f TRY- L t L 2 3t, --?3 aly .33/ (D)Q = rjyc QP= X 1�r, fo, = '�Z31 —Cr, S (Intercepted) Qc= 9 CFS(Carr7over) -4 145 7A2 C4 ir,.3��,4c XdOC7-!�_) % -35- UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/13/05 ........................................................................ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 4034 --------------------------------------------------------------------- City of Fontana - Tract Map 16378 2 -year analysis -------------------------------------------------------------------- Storm Event Year = 2 Antecedent Moisture Condition = 1 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 9.39 1 0.96 -------------------------------------------------------------------- Rainfall data for year 2 9.39 6 1.65 -------------------------------------------------------------------- Rainfall data for year 2 9.39 24 3.12 -------------------------------------------------------------------- Rainfall data for year 100 9.39 1 1.48 -------------------------------------------------------------------- Rainfall data for year 100 9.39 6 3.75 -------------------------------------------------------------------- Rainfall data for year 100 9.39 24 9.50 -------------------------------------------------------------------- .................................................................... Area -averaged max loss rate, Fm I UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 1) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 16.6 9.39 1.000 1.000 0.500 0.500 Area -averaged adjusted loss rate Fm (In/Hr) = 0.500 ********* Area -Averaged low loss rate fraction, Yb Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMCl) Yield Fr 4.70 0.500 32.0 16.6 15.60 0.000 4.70 0.500 98.0 98.0 0.20 0.926 Area -averaged catchment yield fraction, Y = 0.463 Area -averaged low loss fraction, Yb 0.537 User entry of time of concentration 0.246 (hours) .................................................................... Watershed area = 9.39(Ac.) Catchment Lag time 0.197 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 42.3442 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.500(In/Hr) Average low loss rate fraction (Yb) = 0.537 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall 0.221(In) Computed peak 30 -minute rainfall 0.452(In) Specified peak 1 -hour rainfall = 0.597(In) Computed peak 3 -hour rainfall = 1.113(In) Specified peak 6 -hour rainfall = 1.650(In) Specified peak 24-hour rainfall 3.120(In) Rainfall depth area reduction factors: Using a total area of 9.39(Ac.) (Ref: fig. E-4) 5 -minute factor 1.000 Adjusted rainfall = 0.221(In) 30 -minute factor 1.000 Adjusted rainfall = 0.452(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.596(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.113(In) 6 -hour factor = 1.000 Adjusted rainfall = 1.650(In) 24-hour factor = 1.000 Adjusted rainfall = 3.120(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h ..................................................................... Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K 113.56 (CFS)) 1 3.355 3.810 2 21.806 20.952 3 54.693 37.346 4 81.552 30.502 5 93.046 13.052 6 97.565 5.131 7 98.754 1.351 8 99.516 0.865 pi UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 9 100.000 0.549 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2207 0.2207 2 0.2912 0.0705 3 0.3425 0.0513 4 0.3842 0.0418 5 0.4201 0.0359 6 0.4519 0.0318 7 0.4806 0.0287 8 0.5070 0.0264 9 0.5315 0.0245 10 0.5543 0.0229 11 0.5759 0.0215 12 0.5963 0.0204 13 0.6240 0.0277 14 0.6509 0.0268 15 0.6769 0.0260 16 0.7022 0.0253 17 0.7268 0.0246 18 0.7507 0.0240 19 0.7742 0.0234 20 0.7971 0.0229 21 0.8195 0.0224 22 0.8414 0.0219 23 0.8629 0.0215 24 0.8841 0.0211 25 0.9048 0.0207 26 0.9252 0.0204 27 0.9452 0.0201 28 0.9650 0.0197 29 0.9844 0.0194 30 1.0036 0.0191 31 1.0224 0.0189 32 1.0410 0.0186 33 1.0594 0.0184 34 1.0775 0.0181 35 1.0954 0.0179 36 1.1131 0.0177 37 1.1305 0.0175 38 1.1478 0.0173 39 1.1648 0.0171 40 1.1817 0.0169 41 1.1984 0.0167 42 1.2149 0.0165 43 1.2313 0.0163 44 1.2474 0.0162 45 1.2635 0.0160 46 1.2793 0.0159 47 1.2950 0.0157 48 1.3106 0.0156 49 1.3261 0.0154 50 1.3414 0.0153 51 1.3565 0.0152 52 1.3716 0.0150 53 1.3865 0.0149 54 1.4013 0.0148 55 1.4160 0.0147 56 1.4305 0.0146 57 1.4450 0.0145 =1 3 4 UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 58 1.4593 0.0143 59 1.4735 0.0142 60 1.4877 0.0141 61 1.5017 0.0140 62 1.5156 0.0139 63 1.5295 0.0138 64 1.5432 0.0137 65 1.5569 0.0136 66 1.5704 0.0136 67 1.5839 0.0135 68 1.5973 0.0134 69 1.6106 0.0133 70 1.6238 0.0132 71 1.6369 0.0131 72 1.6500 0.0131 73 1.6604 0.0105 74 1.6709 0.0104 75 1.6812 0.0103 76 1.6915 0.0103 77 1.7017 0.0102 78 1.7118 0.0101 79 1.7218 0.0101 80 1.7318 0.0100 81 1.7417 0.0099 82 1.7516 0.0098 83 1.7614 0.0098 84 1.7711 0.0097 85 1.7807 0.0097 86 1.7903 0.0096 87 1.7999 0.0095 88 1.8093 0.0095 89 1.8188 0.0094 90 1.8281 0.0094 91 1.8374 0.0093 92 1.8467 0.0093 93 1.8559 0.0092 94 1.8650 0.0091 95 1.8741 0.0091 96 1.8832 0.0090 97 1.8921 0.0090 98 1.9011 0.0089 99 1.9100 0.0089 100 1.9188 0.0088 101 1.9276 0.0088 102 1.9364 0.0087 103 1.9451 0.0087 104 1.9537 0.0087 105 1.9623 0.0086 106 1.9709 0.0086 107 1.9794 0.0085 108 1.9879 0.0085 109 1.9963 0.0084 110 2.0047 0.0084 ill 2.0131 0.0084 112 2.0214 0.0083 113 2.0297 0.0083 114 2.0379 0.0082 115 2.0461 0.0082 116 2.0543 0.0082 117 2.0624 0.0081 118 2.0705 0.0081 4 UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 119 2.0785 0.0080 120 2.0865 0.0080 121 2.0945 0.0080 122 2.1024 0.0079 123 2.1103 0.0079 124 2.1182 0.0079 125 2.1260 0.0078 126 2.1338 0.0078 127 2.1416 0.0078 128 2.1493 0.0077 129 2.1570 0.0077 130 2.1647 0.0077 131 2.1723 0.0076 132 2.1799 0.0076 133 2.1875 0.0076 134 2.1951 0.0075 135 2.2026 0.0075 136 2.2101 0.0075 137 2.2175 0.0075 138 2.2249 0.0074 139 2.2323 0.0074 140 2.2397 0.0074 141 2.2470 0.0073 142 2.2543 0.0073 143 2.2616 0.0073 144 2.2689 0.0073 145 2.2761 0.0072 146 2.2833 0.0072 147 2.2905 0.0072 148 2.2976 0.0071 149 2.3047 0.0071 150 2.3118 0.0071 151 2.3189 0.0071 152 2.3260 0.0070 153 2.3330 0.0070 154 2.3400 0.0070 155 2.3469 0.0070 156 2.3539 0.0069 157 2.3608 0.0069 158 2.3677 0.0069 159 2.3746 0.0069 160 2.3814 0.0069 161 2.3883 0.0068 162 2.3951 0.0068 163 2.4018 0.0068 164 2.4086 0.0068 165 2.4153 0.0067 166 2.4221 0.0067 167 2.4288 0.0067 168 2.4354 0.0067 169 2.4421 0.0067 170 2.4487 0.0066 171 2.4553 0.0066 172 2.4619 0.0066 173 2.4685 0.0066 174 2.4750 0.0065 175 2.4816 0.0065 176 2.4881 0.0065 177 2.4945 0.0065 178 2.5010 0.0065 179 2.5075 0.0064 5 UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 180 2.5139 0.0064 181 2.5203 0.0064 182 2.5267 0.0064 183 2.5331 0.0064 184 2.5394 0.0064 185 2.5457 0.0063 186 2.5521 0.0063 187 2.5584 0.0063 188 2.5646 0.0063 189 2.5709 0.0063 190 2.5771 0.0062 191 2.5834 0.0062 192 2.5896 0.0062 193 2.5958 0.0062 194 2.6019 0.0062 195 2.6081 0.0062 196 2.6142 0.0061 197 2.6203 0.0061 198 2.6264 0.0061 199 2.6325 0.0061 200 2.6386 0.0061 201 2.6447 0.0061 202 2.6507 0.0060 203 2.6567 0.0060 204 2.6627 0.0060 205 2.6687 0.0060 206 2.6747 0.0060 207 2.6806 0.0060 208 2.6866 0.0059 209 2.6925 0.0059 210 2.6984 0.0059 211 2.7043 0.0059 212 2.7102 0.0059 213 2.7161 0.0059 214 2.7219 0.0059 215 2.7278 0.0058 216 2.7336 0.0058 217 2.7394 0.0058 218 2.7452 0.0058 219 2.7510 0.0058 220 2.7567 0.0058 221 2.7625 0.0058 222 2.7682 0.0057 223 2.7740 0.0057 224 2.7797 0.0057 225 2.7854 0.0057 226 2.7910 0.0057 227 2.7967 0.0057 228 2.8024 0.0057 229 2.8080 0.0056 230 2.8136 0.0056 231 2.8192 0.0056 232 2.8249 0.0056 233 2.8304 0.0056 234 2.8360 0.0056 235 2.8416 0.0056 236 2.8471 0.0056 237 2.8527 0.0055 238 2.8582 0.0055 239 2.8637 0.0055 240 2.8692 0.0055 6 7 UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 241 2.8747 0.0055 242 2.8802 0.0055 243 2.8856 0.0055 244 2.8911 0.0055 245 2.8965 0.0054 246 2.9019 0.0054 247 2.9074 0.0054 248 2.9128 0.0054 249 2.9182 0.0054 250 2.9235 0.0054 251 2.9289 0.0054 252 2.9343 0.0054 253 2.9396 0.0053 254 2.9449 0.0053 255 2.9503 0.0053 256 2.9556 0.0053 257 2.9609 0.0053 258 2.9662 0.0053 259 2.9714 0.0053 260 2.9767 0.0053 261 2.9820 0.0053 262 2.9872 0.0052 263 2.9924 0.0052 264 2.9977 0.0052 265 3.0029 0.0052 266 3.0081 0.0052 267 3.0133 0.0052 268 3.0185 0.0052 269 3.0236 0.0052 270 3.0288 0.0052 271 3.0339 0.0051 272 3.0391 0.0051 273 3.0442 0.0051 274 3.0493 0.0051 275 3.0544 0.0051 276 3.0595 0.0051 277 3.0646 0.0051 278 3.0697 0.0051 279 3.0748 0.0051 280 3.0798 0.0051 281 3.0849 0.0050 282 3.0899 0.0050 283 3.0950 0.0050 284 3.1000 0.0050 285 3.1050 0.0050 286 3.1100 0.0050 Mm 287 3.1150 0.0050 288 3.1200 0.0050 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0050 0.0027 0.0023 2 0.0050 0.0027 0.0023 3 0.0050 0.0027 0.0023 4 0.0050 0.0027 0.0023 5 0.0050 0.0027 0.0023 6 0.0050 0.0027 0.0023 7 0.0051 0.0027 0.0023 8 0.0051 0.0027 0.0024 7 "m wm ow aw om No or ,us 4m ow "m sm ON No ON UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 9 0.0051 0.0027 0.0024 10 0.0051 0.0027 0.0024 11 0.0051 0.0028 0.0024 12 0.0051 0.0028 0.0024 13 0.0052 0.0028 0.0024 14 0.0052 0.0028 0.0024 15 0.0052 0.0028 0.0024 16 0.0052 0.0028 0.0024 17 0.0052 0.0028 0.0024 18 0.0052 0.0028 0.0024 19 0.0053 0.0028 0.0024 20 0.0053 0.0028 0.0024 21 0.0053 0.0028 0.0024 22 0.0053 0.0028 0.0025 23 0.0053 0.0029 0.0025 24 0.0053 0.0029 0.0025 25 0.0054 0.0029 0.0025 26 0.0054 0.0029 0.0025 27 0.0054 0.0029 0.0025 28 0.0054 0.0029 0.0025 29 0.0054 0.0029 0.0025 30 0.0054 0.0029 0.0025 31 0.0055 0.0029 0.0025 32 0.0055 0.0029 0.0025 33 0.0055 0.0030 0.0025 34 0.0055 0.0030 0.0026 35 0.0055 0.0030 0.0026 36 0.0056 0.0030 0.0026 37 0.0056 0.0030 0.0026 38 0.0056 0.0030 0.0026 39 0.0056 0.0030 0.0026 40 0.0056 0.0030 0.0026 41 0.0057 0.0030 0.0026 42 0.0057 0.0030 0.0026 43 0.0057 0.0031 0.0026 44 0.0057 0.0031 0.0026 45 0.0057 0.0031 0.0027 46 0.0058 0.0031 0.0027 47 0.0058 0.0031 0.0027 48 0.0058 0.0031 0.0027 49 0.0058 0.0031 0.0027 50 0.0058 0.0031 0.0027 51 0.0059 0.0032 0.0027 52 0.0059 0.0032 0.0027 53 0.0059 0.0032 0.0027 54 0.0059 0.0032 0.0027 55 0.0060 0.0032 0.0028 56 0.0060 0.0032 0.0028 57 0.0060 0.0032 0.0028 58 0.0060 0.0032 0.0028 59 0.0061 0.0033 0.0028 60 0.0061 0.0033 0.0028 61 0.0061 0.0033 0.0028 62 0.0061 0.0033 0.0028 63 0.0062 0.0033 0.0028 64 0.0062 0.0033 0.0029 65 0.0062 0.0033 0.0029 66 0.0062 0.0033 0.0029 67 0.0063 0.0034 0.0029 68 0.0063 0.0034 0.0029 69 0.0063 0.0034 0.0029 8 ON in UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 70 0.0063 0.0034 0.0029 71 0.0064 0.0034 0.0029 72 0.0064 0.0034 0.0030 73 0.0064 0.0035 0.0030 74 0.0064 0.0035 0.0030 75 0.0065 0.0035 0.0030 76 0.0065 0.0035 0.0030 im 77 0.0065 0.0035 0.0030 78 0.0066 0.0035 0.0030 79 0.0066 0.0036 0.0031 80 0.0066 0.0036 0.0031 81 0.0067 0.0036 0.0031 82 0.0067 0.0036 0.0031 83 0.0067 0.0036 0.0031 84 0.0068 0.0036 0.0031 85 0.0068 0.0037 0.0031 86 0.0068 0.0037 0.0032 87 0.0069 0.0037 0.0032 88 0.0069 0.0037 0.0032 89 0.0069 0.0037 0.0032 90 0.0070 0.0037 0.0032 91 0.0070 0.0038 0.0032 92 0.0070 0.0038 0.0033 93 0.0071 0.0038 0.0033 94 0.0071 0.0038 0.0033 95 0.0072 0.0039 0.0033 96 0.0072 0.0039 0.0033 09 97 0.0073 0.0039 0.0034 98 0.0073 0.0039 0.0034 99 0.0073 0.0039 0.0034 100 0.0074 0.0040 0.0034 101 0.0074 0.0040 0.0034 102 0.0075 0.0040 0.0034 103 0.0075 0.0040 0.0035 104 0.0075 0.0041 0.0035 105 0.0076 0.0041 0.0035 106 0.0076 0.0041 0.0035 107 0.0077 0.0041 0.0036 108 0.0077 0.0042 0.0036 109 0.0078 0.0042 0.0036 110 0.0078 0.0042 0.0036 ill 0.0079 0.0042 0.0037 112 0.0079 0.0043 0.0037 113 0.0080 0.0043 0.0037 114 0.0080 0.0043 0.0037 115 0.0081 0.0044 0.0038 116 0.0082 0.0044 0.0038 117 0.0082 0.0044 0.0038 118 0.0083 0.0044 0.0038 119 0.0084 0.0045 0.0039 120 0.0084 0.0045 0.0039 121 0.0085 0.0046 0.0039 122 0.0085 0.0046 0.0039 123 0.0086 0.0046 0.0040 124 0.0087 0.0046 0.0040 125 0.0087 0.0047 0.0040 126 0.0088 0.0047 0.0041 127 0.0089 0.0048 0.0041 128 0.0089 0.0048 0.0041 129 0.0090 0.0049 0.0042 130 0.0091 0.0049 0.0042 9 1=1 UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 131 0.0092 0.0049 0.0043 132 0.0093 0.0050 0.0043 133 0.0094 0.0050 0.0043 134 0.0094 0.0051 0.0044 135 0.0095 0.0051 0.0044 136 0.0096 0.0052 0.0044 137 0.0097 0.0052 0.0045 138 0.0098 0.0053 0.004S 139 0.0099 0.0053 0.0046 140 0.0100 0.0054 0.0046 141 0.0101 0.0054 0.0047 142 0.0102 0.0055 0.0047 143 0.0103 0.0056 0.0048 144 0.0104 0.0056 0.0048 145 0.0131 0.0070 0.0060 146 0.0131 0.0071 0.0061 147 0.0133 0.0071 0.0062 148 0.0134 0.0072 0.0062 149 0.0136 0.0073 0.0063 150 0.0136 0.0073 0.0063 151 0.0138 0.0074 0.0064 152 0.0139 0.0075 0.0064 153 0.0141 0.0076 0.0065 1S4 0.0142 0.0076 0.0066 155 0.0145 0.0078 0.0067 156 0.0146 0.0078 0.0067 157 0.0148 0.0079 0.0068 158 0.0149 0.0080 0.0069 159 0.0152 0.0081 0.0070 160 0.0153 0.0082 0.0071 161 0.0156 0.0084 0.0072 162 0.0157 0.0084 0.0073 163 0.0160 0.0086 0.0074 164 0.0162 0.0087 0.0075 165 0.0165 0.0089 0.0076 166 0.0167 0.0090 0.0077 167 0.0171 0.0092 0.0079 168 0.0173 0.0093 0.0080 169 0.0177 0.0095 0.0082 170 0.0179 0.0096 0.0083 171 0.0184 0.0099 0.0085 172 0.0186 0.0100 0.0086 173 0.0191 0.0103 0.0089 174 0.0194 0.0104 0.0090 175 0.0201 0.0108 0.0093 176 0.0204 0.0110 0.0094 177 0.0211 0.0113 0.0098 178 0.0215 0.0116 0.0100 179 0.0224 0.0120 0.0104 180 0.0229 0.0123 0.0106 181 0.0240 0.0129 0.0111 182 0.0246 0.0132 0.0114 183 0.0260 0.0140 0.0120 184 0.0268 0.0144 0.0124 185 0.0204 0.0110 0.0094 186 0.0215 0.0116 0.0100 187 0.0245 0.0131 0.0113 188 0.0264 0.0142 0.0122 189 0.0318 0.0171 0.0147 190 0.0359 0.0193 0.0166 191 0.0513 0.0275 0.0237 10 UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 192 0.0705 0.0379 0.0326 193 0.2207 0.0417 0.1790 194 0.0418 0.0224 0.0193 195 0.0287 0.0154 0.0133 196 0.0229 0.0123 0.0106 197 0.0277 0.0149 0.0128 198 0.0253 0.0136 0.0117 199 0.0234 0.0126 0.0108 200 0.0219 0.0118 0.0102 201 0.0207 0.0111 0.0096 202 0.0197 0.0106 0.0091 203 0.0189 0.0101 0.0087 204 0.0181 0.0097 0.0084 205 0.0175 0.0094 0.0081 206 0.0169 0.0091 0.0078 207 0.0163 0.0088 0.0076 208 0.0159 0.0085 0.0073 209 0.0154 0.0083 0.0071 210 0.0150 0.0081 0.0070 211 0.0147 0.0079 0.0068 212 0.0143 0.0077 0.0066 213 0.0140 0.0075 0.0065 214 0.0137 0.0074 0.0064 215 0.0135 0.0072 0.0062 216 0.0132 0.0071 0.0061 217 0.0105 0.0056 0.0049 218 0.0103 0.0055 0.0048 219 0.0101 0.0054 0.0047 220 0.0098 0.0053 0.0046 221 0.0097 0.0052 0.0045 222 0.0095 0.0051 0.0044 223 0.0093 0.0050 0.0043 224 0.0091 0.0049 0.0042 225 0.0090 0.0048 0.0042 226 0.0088 0.0048 0.0041 227 0.0087 0.0047 0.0040 228 0.0086 0.0046 0.0040 229 0.0084 0.0045 0.0039 230 0.0083 0.0045 0.0038 231 0.0082 0.0044 0.0038 232 0.0081 0.0043 0.0037 233 0.0080 0.0043 0.0037 234 0.0079 0.0042 0.0036 235 0.0078 0.0042 0.0036 236 0.0077 0.0041 0.0035 237 0.0076 0.0041 0.0035 238 0.0075 0.0040 0.0035 239 0.0074 0.0040 0.0034 240 0.0073 0.0039 0.0034 241 0.0072 0.0039 0.0033 242 0.0071 0.0038 0.0033 243 0.0071 0.0038 0.0033 244 0.0070 0.0038 0.0032 245 0.0069 0.0037 0.0032 246 0.0069 0.0037 0.0032 247 0.0068 0.0036 0.0031 248 0.0067 0.0036 0.0031 249 0.0067 0.0036 0.0031 250 0.0066 0.0035 0.0030 251 0.0065 0.0035 0.0030 252 0.0065 0.0035 0.0030 I I UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 253 0.0064 0.0034 0.0030 254 0.0064 0.0034 0.0029 255 0.0063 0.0034 0.0029 256 0.0062 0.0034 0.0029 257 0.0062 0.0033 0.0029 258 0.0061 0.0033 0.0028 259 0.0061 0.0033 0.0028 260 0.0060 0.0032 0.0028 261 0.0060 0.0032 0.0028 262 0.0059 0.0032 0.0028 263 0.0059 0.0032 0.0027 264 0.0059 0.0031 0.0027 265 0.0058 0.0031 0.0027 266 0.0058 0.0031 0.0027 267 0.0057 0.0031 0.0026 268 0.0057 0.0031 0.0026 269 0.0056 0.0030 0.0026 270 0.0056 0.0030 0.0026 271 0.0056 0.0030 0.0026 272 0.0055 0.0030 0.0026 273 0.0055 0.0029 0.0025 274 0.0055 0.0029 0.0025 275 0.0054 0.0029 0.0025 276 0.0054 0.0029 0.0025 277 0.0053 0.0029 0.0025 278 0.0053 0.0029 0.0025 279 0.0053 0.0028 0.0024 280 0.0052 0.0028 0.0024 281 0.0052 0.0028 0.0024 282 0.0052 0.0028 0.0024 283 0.0051 0.0028 0.0024 284 0.0051 0.0028 0.0024 285 0.0051 0.0027 0.0024 286 0.0051 0.0027 0.0023 287 0.0050 0.0027 0.0023 288 -------------------------------------------------------------------- 0.0050 0.0027 0.0023 -------------------------------------------------------------------- Total soil rain loss = 1.60(In) Total effective rainfall 1.52(In) Peak flow rate in flood hydrograph = 8.57(CFS) --------------------------------------------------------------------- .................................................................... 24 - H 0 U R S T 0 R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ----------------------------- Time(h+m) Volume Ac.Ft Q(CFS) --------------------------------- 0+ 5 0.0001 0.01 Q 0+10 0.0005 0.06 Q 0+15 0.0014 0.14 Q 0+20 0.0029 0.21 Q 0+25 0.0046 0.24 Q 0+30 0.0064 0.26 VQ 0+35 0.0082 0.26 VQ 0+40 0.0100 0.26 VQ 0+45 0.0118 0.27 VQ 0+50 0.0137 0.27 VQ --------------------------------------- 0 2.5 5.0 7.5 10.0 -------------------------------------- 12 UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 0+55 0.0155 0.27 VQ 1+ 0 0.0173 0.27 VQ 1+ 5 0.0192 0.27 VQ 1+10 0.0211 0.27 VQ 1+15 0.0229 0.27 VQ 1+20 0.0248 0.27 VQ 1+25 0.0267 0.27 VQ 1+30 0.0285 0.27 VQ 1+35 0.0304 0.27 IQ 1+40 0.0323 0.27 IQ 1+45 0.0342 0.28 IQ 1+50 0.0361 0.28 IQ 1+55 0.0380 0.28 IQ 2+ 0 0.0400 0.28 IQ 2+ 5 0.0419 0.28 IQ 2+10 0.0438 0.28 IQ 2+15 0.0457 0.28 IQ 2+20 0.0477 0.28 IQ 2+25 0.0496 0.28 IQ 2+30 0.0516 0.28 IQ 2+35 0.0535 0.28 IQ 2+40 0.0555 0.29 IQ 2+45 0.0575 0.29 IQ 2+50 0.0595 0.29 IQ 2+55 0.0615 0.29 IQV 3+ 0 0.0634 0.29 IQV 3+ 5 0.0654 0.29 IQV 3+10 0.0675 0.29 IQV 3+15 0.0695 0.29 IQV 3+20 0.0715 0.29 IQV 3+25 0.0735 0.29 IQV 3+30 0.0755 0.30 IQV 3+35 0.0776 0.30 IQV 3+40 0.0796 0.30 IQV 3+45 0.0817 0.30 IQV 3+50 0.0838 0.30 IQV 3+55 0.0858 0.30 IQV 4+ 0 0.0879 0.30 IQV 4+ 5 0.0900 0.30 IQ V 4+10 0.0921 0.30 IQ V 4+15 0.0942 0.31 IQ V 4+20 0.0963 0.31 IQ V 4+25 0.0984 0.31 IQ V 4+30 0.1005 0.31 IQ V 4+35 0.1027 0.31 IQ V 4+40 0.1048 0.31 IQ V 4+45 0.1070 0.31 IQ V 4+50 0.1091 0.31 IQ V 4+55 0.1113 0.31 IQ V 5+ 0 0.1135 0.32 IQ V 5+ 5 0.1157 0.32 IQ V 5+10 0.1179 0.32 IQ V 5+15 0.1201 0.32 IQ V 5+20 0.1223 0.32 IQ V 5+25 0.1245 0.32 IQ V 5+30 0.1267 0.32 IQ V 5+35 0.1290 0.33 IQ V 5+40 0.1312 0.33 IQ V 5+45 0.1335 0.33 IQ V 5+50 0.1358 0.33 IQ V 5+55 0.1380 0.33 IQ V 13 UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 6+ 0 0.1403 0.33 IQ V 6+ 5 0.1426 0.33 IQ V 6+10 0.1449 0.34 IQ V 6+15 0.1472 0.34 IQ V 6+20 0.1496 0.34 IQ v 1 6+25 0.1519 0.34 IQ v I 6+30 0.1543 0.34 IQ v I 6+35 0.1566 0.34 IQ v 1 6+40 0.1590 0.34 IQ v 1 6+45 0.1614 0.35 IQ V I 6+50 0.1638 0.35 IQ v I 6+55 0.1662 0.35 IQ V 1 7+ 0 0.1686 0.35 IQ V I 7+ 5 0.1710 0.35 IQ v 1 7+10 0.1735 0.35 IQ v I 7+15 0.1759 0.36 IQ v 1 7+20 0.1784 0.36 IQ v I 7+25 0.1809 0.36 IQ v 1 7+30 0.1834 0.36 IQ v I 7+35 0.1859 0.36 IQ v 1 7+40 0.1884 0.37 IQ v I 7+45 0.1909 0.37 IQ v 1 7+50 0.1935 0.37 IQ v 1 7+55 0.1960 0.37 IQ v 1 8+ 0 0.1986 0.37 IQ v I 8+ 5 0.2012 0.38 IQ v 1 8+10 0.2038 0.38 IQ v 1 8+15 0.2064 0.38 IQ v 1 8+20 0.2091 0.38 IQ v 1 8+25 0.2117 0.38 IQ v 1 8+30 0.2144 0.39 IQ v 1 8+35 0.2170 0.39 IQ v I 8+40 0.2197 0.39 IQ v I 8+45 0.2224 0.39 IQ v 1 8+50 0.2252 0.40 IQ v 1 8+55 0.2279 0.40 IQ v 1 9+ 0 0.2307 0.40 IQ v I 9+ 5 0.2334 0.40 IQ v 1 9+10 0.2362 0.41 IQ v 1 9+15 0.2390 0.41 IQ v 1 9+20 0.2419 0.41 IQ v I 9+25 0.2447 0.41 IQ v 1 9+30 0.2476 0.42 IQ v 1 9+35 0.2505 0.42 IQ v I 9+40 0.2534 0.42 IQ v 1 9+45 0.2563 0.42 IQ v I 9+50 0.2593 0.43 IQ v 1 9+55 0.2622 0.43 IQ v I 10+ 0 0.2652 0.43 IQ v I 10+ 5 0.2682 0.44 IQ vi 10+10 0.2712 0.44 IQ VI 10+15 0.2743 0.44 IQ VI 10+20 0.2774 0.45 IQ vi 10+25 0.2805 0.45 IQ vi 10+30 0.2836 0.45 IQ vi 10+35 0.2868 0.46 IQ VI 10+40 0.2899 0.46 IQ vi 10+45 0.2931 0.46 IQ VI 10+50 0.2964 0.47 IQ vi 10+55 0.2996 0.47 IQ v 11+ 0 0.3029 0.48 IQ v 14 UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 11+ 5 0.3062 0.48 IQ V 11+10 0.3095 0.48 IQ V 11+15 0.3129 0.49 IQ V 11+20 0.3163 0.49 IQ V 11+25 0.3197 0.50 IQ V 11+30 0.3232 0.50 1 Q V 11+35 0.3267 0.51 1 Q V 11+40 0.3302 0.51 1 Q IV 11+45 0.3338 0.52 1 Q IV 11+50 0.3374 0.52 1 Q IV 11+55 0.3410 0.53 1 Q IV 12+ 0 0.3447 0.53 1 Q IV 12+ 5 0.3485 0.54 1 Q IV 12+10 0.3524 0.57 1 Q IV 12+15 0.3567 0.62 1 Q IV 12+20 0.3613 0.66 1 Q I V 12+25 0.3660 0.69 1 Q I v 12+30 0.3708 0.70 1 Q I v 12+35 0.3757 0.71 1 Q I v 12+40 0.3806 0.71 1 Q I v 12+45 0.3856 0.72 1 Q I v 12+50 0.3906 0.73 1 Q I v 12+55 0.3957 0.74 1 Q I V 13+ 0 0.4008 0.75 1 Q I v 13+ 5 0.4060 0.75 1 Q I v 13+10 0.4113 0.76 1 Q I v 13+15 0.4166 0.77 1 Q 1 13+20 0.4220 0.78 1 Q 1 13+25 0.4274 0.79 1 Q 1 13+30 0.4329 0.80 1 Q 1 13+35 0.4385 0.81 1 Q 1 13+40 0.4442 0.82 1 Q 13+45 0.4499 0.83 1 Q 13+50 0.4557 0.85 1 Q 13+55 0.4617 0.86 1 Q 14+ 0 0.4677 0.87 1 Q 14+ 5 0.4738 0.89 1 Q 14+10 0.4800 0.90 1 Q 14+15 0.4863 0.92 1 Q 14+20 0.4928 0.94 1 Q 14+25 0.4993 0.95 1 Q 14+30 0.5060 0.97 1 Q 14+35 0.5129 0.99 1 Q 14+40 0.5199 1.02 1 Q 14+45 0.5270 1.04 1 Q 14+50 0.5344 1.06 1 Q 14+55 0.5419 1.09 1 Q 15+ 0 0.5496 1.12 1 Q 15+ 5 0.5576 1.16 1 Q 15+10 0.5658 1.19 1 Q 15+15 0.5743 1.24 1 Q 15+20 0.5831 1.28 1 Q 15+25 0.5922 1.32 Q 15+30 0.6012 1.30 Q 15+35 0.6097 1.23 1 Q 15+40 0.6179 1.20 1 Q 15+45 0.6266 1.26 Q 15+50 0.6361 1.38 Q 15+55 0.6470 1.59 Q 1 16+ 0 0.6604 1.94 Q 1 16+ 5 0.6813 3.04 1 1 Q 15 V V V V V V V V V V V V V V V V V V V V V V V v I V I v I V I V V V V V V v V 16 UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 16+10- 0.7233 6.09 1 Q 16+15 0.7823 8.57 1 v I Q 16+20 0.8311 7.09 1 1 VQ 16+25 0.8581 3.92 1 Q V 16+30 0.8743 2.36 1 Ql VI 16+35 0.8857 1.64 1 Q I VI 16+40 0.8960 1.50 1 Q I V 16+45 0.9054 1.37 1 Q I V 16+50 0.9137 1.20 1 Q I V 16+55 0.9214 1.13 1 Q I V 17+ 0 0.9288 1.07 1 Q I IV 17+ 5 0.9358 1.02 1 Q I IV 17+10 0.9426 0.98 1 Q I IV 17+15 0.9490 0.94 1 Q I IV 17+20 0.9553 0.90 1 Q I V 17+25 0.9613 0.88 1 Q I V 17+30 0.9671 0.85 1 Q I V 17+35 0.9728 0.82 1 Q I V 17+40 0.9783 0.80 1 Q I V 17+45 0.9837 0.78 1 Q I V 17+50 0.9890 0.76 1 Q I V 17+55 0.9941 0.75 1 Q I V 18+ 0 0.9992 0.73 1 Q I V 18+ 5 1.0040 0.71 1 Q I V 18+10 1.0087 0.67 1 Q I V 18+15 1.0129 0.62 1 Q I V 18+20 1.0169 0.57 1 Q I V 18+25 1.0206 0.54 1 Q V 18+30 1.0242 0.53 1 Q V 18+35 1.0278 0.51 1 Q V 18+40 1.0312 0.50 1 Q V 18+45 1.0346 0.49 IQ V 18+50 1.0380 0.49 IQ V 18+55 1.0413 0.48 IQ V 19+ 0 1.0445 0.47 IQ V 19+ 5 1.0477 0.46 IQ V 19+10 1.0508 0.45 IQ V 19+15 1.0539 0.45 IQ V 19+20 1.0569 0.44 IQ V 19+25 1.0599 0.43 IQ V 19+30 1.0629 0.43 IQ I V 19+35 1.0658 0.42 IQ I V 19+40 1.0686 0.42 IQ I V 19+45 1.0715 0.41 IQ I V 19+50 1.0743 0.41 IQ I V 19+55 1.0770 0.40 IQ I V 20+ 0 1.0797 0.40 IQ I V 20+ 5 1.0824 0.39 IQ I V 20+10 1.0851 0.39 IQ V 20+15 1.0877 0.38 IQ V 20+20 1.0903 0.38 IQ V 20+25 1.0929 0.37 IQ V 20+30 1.0954 0.37 IQ V 20+35 1.0980 0.37 IQ V 20+40 1.1005 0.36 IQ V 20+45 1.1029 0.36 IQ V 20+50 1.1054 0.35 IQ V 20+55 1.1078 0.35 IQ V 21+ 0 1.1102 0.35 IQ V 21+ 5 1.1126 0.34 IQ V 21+10 1.1149 0.34 IQ V 16 UNIT HYDROGRAPH ANALYSIS 2 -YEAR EVENT 21+15 1.1172 0.34 IQ I v 1 21+20 1.1195 0.34 IQ I v 1 21+25 1.1218 0.33 IQ I v 1 21+30 1.1241 0.33 IQ I v 21+35 1.1264 0.33 IQ I v 21+40 1.1286 0.32 IQ I v 21+45 1.1308 0.32 IQ I v 21+50 1.1330 0.32 IQ I v 21+55 1.1352 0.32 IQ I v 22+ 0 1.1373 0.31 IQ I v 22+ 5 1.1395 0.31 IQ I v 22+10 1.1416 0.31 IQ I v 1 22+15 1.1437 0.31 IQ I v 22+20 1.1458 0.30 IQ I v 22+25 1.1479 0.30 IQ I v 22+30 1.1500 0.30 IQ I I I v 22+35 1.1520 0.30 IQ I I v 22+40 1.1540 0.30 IQ I I v 22+45 1.1561 0.29 IQ I v 22+50 1.1581 0.29 IQ I v 22+55 1.1601 0.29 IQ I vi 23+ 0 1.1620 0.29 IQ I V1 23+ 5 1.1640 0.29 IQ I vi 23+10 1.1660 0.28 IQ I vi 23+15 1.1679 0.28 IQ I vi 23+20 1.1698 0.28 IQ I vi 23+25 1.1717 0.28 IQ I vi 23+30 1.1736 0.28 IQ I vi 23+35 1.1755 0.27 IQ I VI 23+40 1.1774 0.27 IQ I vi 23+45 1.1793 0.27 IQ I vi 23+50 1.1811 0.27 IQ I vi 23+55 1.1830 0.27 IQ I vi 24+ 0 ----------------------------------------------------------------------- 1.1848 0.27 IQ I vi 17 UNIT HYDROGRAPH ANALYSIS I O -YEAR EVENT U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/13/05 ........................................................................ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 4034 --------------------------------------------------------------------- City of Fontana - Tract Map 16378 10 year event -------------------------------------------------------------------- Storm Event Year = 10 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetai data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 9.39 1 0.96 -------------------------------------------------------------------- Rainfall data for year 2 9.39 6 1.65 -------------------------------------------------------------------- Rainfall data for year 2 9.39 24 3.12 -------------------------------------------------------------------- Rainfall data for year 100 9.39 1 1.48 -------------------------------------------------------------------- Rainfall data for year 100 9.39 6 3.75 -------------------------------------------------------------------- Rainfall data for year 100 9.39 24 9.50 -------------------------------------------------------------------- .................................................................... Area -averaged max loss rate, Fm I UNIT HYDROGRAPH ANALYSIS I O -YEAR EVENT SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 32.0 9.39 1.000 0.978 0.500 0.489 Area -averaged adjusted loss rate Fm (In/Hr) = 0.489 Area -Averaged low loss rate fraction, Yb Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 4.70 0.500 32.0 32.0 21.25 0.017 4.70 0.500 98.0 98.0 0.20 0.959 Area -averaged catchment yield fraction, Y = 0.488 Area -averaged low loss fraction, Yb 0.512 User entry of time of concentration 0.227 (hours) .................................................................... Watershed area = 9.39(Ac.) Catchment Lag time 0.182 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 45.8884 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.489(In/Hr) Average low loss rate fraction (Yb) = 0.512 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall 0.355(In) Computed peak 30 -minute rainfall 0.728(In) Specified peak 1 -hour rainfall = 0.960(In) Computed peak 3 -hour rainfall = 1.732(In) Specified peak 6 -hour rainfall = 2.514(In) Specified peak 24-hour rainfall 5.745(Tn) Rainfall depth area reduction factors: Using a total area of 9.39(Ac.) (Ref: fig. E-4) 5 -minute factor 1.000 Adjusted rainfall = 0.355(In) 30 -minute factor 1.000 Adjusted rainfall = 0.727(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.960(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.732(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.514(In) 24-hour factor = 1.000 Adjusted rainfall = 5.745(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h ..................................................................... Interval IS' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K 113.56 (CFS)) 1 3.890 4.418 2 25.361 24.382 3 61.767 41.342 4 85.890 27.395 5 95.297 10.682 6 98.299 3.409 7 99.169 0.988 8 100.000 0.944 2 UNIT HYDROGRAPH ANALYSIS I O -YEAR EVENT --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3551 0.3551 2 0.4686 0.1135 3 0.5511 0.0825 4 0.6183 0.0672 5 0.6761 0.0577 6 0.7272 0.0511 7 0.7735 0.0463 8 0.8159 0.0424 9 0.8553 0.0394 10 0.8921 0.0368 11 0.9268 0.0347 12 0.9596 0.0328 13 1.0018 0.0422 14 1.0425 0.0407 15 1.0819 0.0394 16 1.1201 0.0382 17 1.1572 0.0371 18 1.1933 0.0361 19 1.2285 0.0352 20 1.2629 0.0343 21 1.2964 0.0336 22 1.3293 0.0328 23 1.3614 0.0321 24 1.3929 0.0315 25 1.4238 0.0309 26 1.4542 0.0303 27 1.4840 0.0298 28 1.5133 0.0293 29 1.5421 0.0288 30 1.5705 0.0284 31 1.5984 0.0279 32 1.6259 0.0275 33 1.6530 0.0271 34 1.6798 0.0267 35 1.7062 0.0264 36 1.7322 0.0260 37 1.7579 0.0257 38 1.7833 0.0254 39 1.8083 0.0251 40 1.8331 0.0248 41 1.8576 0.0245 42 1.8818 0.0242 43 1.9057 0.0239 44 1.9294 0.0237 45 1.9528 0.0234 46 1.9760 0.0232 47 1.9990 0.0230 48 2.0218 0.0227 49 2.0443 0.0225 50 2.0666 0.0223 51 2.0887 0.0221 52 2.1106 0.0219 53 2.1323 0.0217 54 2.1538 0.0215 55 2.1752 0.0213 56 2.1963 0.0212 57 2.2173 0.0210 58 2.2381 0.0208 3 4 UNIT HYDROGRAPH ANALYSIS I O -YEAR EVENT 59 2.2588 0.0207 60 2.2793 0.0205 61 2.2996 0.0203 62 2.3198 0.0202 63 2.3398 0.0200 64 2.3597 0.0199 65 2.3795 0.0197 66 2.3991 0.0196 67 2.4185 0.0195 68 2.4378 0.0193 69 2.4570 0.0192 70 2.4761 0.0191 71 2.4951 0.0189 72 2.5139 0.0188 73 2.5346 0.0208 74 2.5553 0.0206 75 2.5758 0.0205 76 2.5962 0.0204 77 2.6165 0.0203 78 2.6367 0.0202 79 2.6569 0.0201 80 2.6768 0.0200 81 2.6967 0.0199 82 2.7165 0.0198 83 2.7362 0.0197 84 2.7559 0.0196 85 2.7754 0.0195 86 2.7948 0.0194 87 2.8141 0.0193 88 2.8334 0.0192 89 2.8525 0.0192 90 2.8716 0.0191 91 2.8905 0.0190 92 2.9094 0.0189 93 2.9283 0.0188 94 2.9470 0.0187 95 2.9656 0.0187 96 2.9842 0.0186 97 3.0027 0.0185 98 3.0211 0.0184 99 3.0395 0.0183 100 3.0577 0.0183 101 3.0759 0.0182 102 3.0940 0.0181 103 3.1121 0.0180 104 3.1301 0.0180 105 3.1480 0.0179 106 3.1658 0.0178 107 3.1836 0.0178 108 3.2013 0.0177 109 3.2189 0.0176 110 3.2365 0.0176 ill 3.2540 0.0175 112 3.2714 0.0174 113 3.2888 0.0174 114 3.3061 0.0173 115 3.3234 0.0173 116 3.3406 0.0172 117 3.3577 0.0171 118 3.3748 0.0171 119 3.3918 0.0170 4 I m UNIT HYDROGRAPH ANALYSIS 10 -YEAR EVENT 120 3.4088 0.0170 121 3.4257 0.0169 122 3.4426 0.0169 123 3.4594 0.0168 124 3.4761 0.0167 125 3.4928 0.0167 126 3.5094 0.0166 127 3.5260 0.0166 128 3.5425 0.0165 129 3.5590 0.0165 130 3.5754 0.0164 131 3.5918 0.0164 132 3.6081 0.0163 133 3.6244 0.0163 134 3.6406 0.0162 135 3.6568 0.0162 136 3.6729 0.0161 137 3.6890 0.0161 138 3.7050 0.0160 139 3.7210 0.0160 140 3.7369 0.0159 141 3.7528 0.0159 142 3.7686 0.0158 143 3.7844 0.0158 144 3.8002 0.0158 145 3.8159 0.0157 146 3.8316 0.0157 147 3.8472 0.0156 148 3.8628 0.0156 149 3.8783 0.0155 150 3.8938 0.0155 151 3.9093 0.0155 152 3.9247 0.0154 153 3.9401 0.0154 154 3.9554 0.0153 155 3.9707 0.0153 156 3.9859 0.0153 157 4.0012 0.0152 158 4.0163 0.0152 159 4.0315 0.0151 160 4.0466 0.0151 161 4.0616 0.0151 162 4.0766 0.0150 163 4.0916 0.0150 164 4.1066 0.0149 165 4.1215 0.0149 166 4.1363 0.0149 167 4.1512 0.0148 168 4.1660 0.0148 169 4.1808 0.0148 170 4.1955 0.0147 171 4.2102 0.0147 172 4.2248 0.0147 173 4.2395 0.0146 174 4.2541 0.0146 175 4.2686 0.0146 176 4.2831 0.0145 177 4.2976 0.0145 178 4.3121 0.0145 179 4.3265 0.0144 180. 4.3409 0.0144 m 6 UNIT HYDROGRAPH ANALYSIS I O -YEAR EVENT 181 4.3553 0.0144 182 4.3696 0.0143 183 4.3839 0.0143 184 4.3982 0.0143 185 4.4124 0.0142 186 4.4266 0.0142 187 4.4408 0.0142 188 4.4549 0.0141 189 4.4690 0.0141 190 4.4831 0.0141 191 4.4972 0.0141 192 4.5112 0.0140 193 4.5252 0.0140 194 4.5391 0.0140 195 4.5531 0.0139 196 4.5670 0.0139 197 4.5809 0.0139 198 4.5947 0.0138 199 4.6085 0.0138 200 4.6223 0.0138 201 4.6361 0.0138 202 4.6498 0.0137 203 4.6635 0.0137 204 4.6772 0.0137 205 4.6909 0.0137 206 4.7045 0.0136 207 4.7181 0.0136 208 4.7317 0.0136 209 4.7452 0.0135 210 4.7587 0.0135 211 4.7722 0.0135 212 4.7857 0.0135 213 4.7991 0.0134 214 4.8126 0.0134 215 4.8260 0.0134 216 4.8393 0.0134 217 4.8527 0.0133 218 4.8660 0.0133 219 4.8793 0.0133 220 4.8926 0.0133 221 4.9058 0.0132 222 4.9190 0.0132 223 4.9322 0.0132 224 4.9454 0.0132 225 4.9585 0.0131 226 4.9717 0.0131 227 4.9848 0.0131 228 4.9979 0.0131 229 5.0109 0.0131 230 5.0239 0.0130 231 5.0370 0.0130 232 5.0499 0.0130 233 5.0629 0.0130 234 5.0759 0.0129 235 5.0888 0.0129 236 5.1017 0.0129 237 5.1145 0.0129 238 5.1274 0.0129 239 5.1402 0.0128 240 5.1530 0.0128 241 5.1658 0.0128 6 A= so on UNIT HYDROGRAPH ANALYSIS 10 -YEAR EVENT po 60 7 242 5.1786 0.0128 243 5.1913 0.0127 244 5.2041 0.0127 245 5.2168 0.0127 246 5.2295 0.0127 247 5.2421 0.0127 248 5.2548 0.0126 249 5.2674 0.0126 250 5.2800 0.0126 251 5.2926 0.0126 252 5.3051 0.0126 253 5.3177 0.0125 254 5.3302 0.0125 255 5.3427 0.0125 256 5.3552 0.0125 257 5.3676 0.0125 258 5.3801 0.0124 259 5.3925 0.0124 260 5.4049 0.0124 261 5.4173 0.0124 262 5.4296 0.0124 263 5.4420 0.0123 264 5.4543 0.0123 265 5.4666 0.0123 266 5.4789 0.0123 267 5.4912 0.0123 aw 268 5.5034 0.0123 269 5.5157 0.0122 270 5.5279 0.0122 PM 271 5.5401 0.0122 am 272 5.5523 0.0122 273 5.5644 0.0122 274 5.5766 0.0121 275 5.5887 0.0121 276 5.6008 0.0121 277 5.6129 0.0121 278 5.6250 0.0121 279 5.6370 0.0121 280 5.6490 0.0120 281 5.6611 0.0120 282 5.6731 0.0120 283 5.6850 0.0120 284 5.6970 0.0120 285 5.7090 0.0120 286 5.7209 0.0119 287 5.7328 0.0119 288 5.7447 0.0119 ON --------------------------------------------------------------------- Unit Unit Unit Effective %w Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) pa --------------------------------------------------------------------- 1 0.0119 0.0061 0.0058 2 0.0119 0.0061 0.0058 3 0.0120 0.0061 0.0058 4 0.0120 0.0061 0.0058 5 0.0120 0.0061 0.0059 6 0.0120 0.0062 0.0059 7 0.0121 0.0062 0.0059 8 0.0121 0.0062 0.0059 9 0.0121 0.0062 0.0059 po 60 7 UNIT HYDROGRAPH ANALYSIS I O -YEAR EVENT 10 0.0121 0.0062 0.0059 11 0.0122 0.0062 0.0059 12 0.0122 0.0062 0.0059 13 0.0122 0.0063 0.0060 14 0.0122 0.0063 0.0060 15 0.0123 0.0063 0.0060 16 0.0123 0.0063 0.0060 17 0.0123 0.0063 0.0060 18 0.0123 0.0063 0.0060 19 0.0124 0.0063 0.0060 20 0.0124 0.0064 0.0061 21 0.0124 0.0064 0.0061 22 0.0125 0.0064 0.0061 23 0.0125 0.0064 0.0061 24 0.0125 0.0064 0.0061 25 0.0126 0.0064 0.0061 26 0.0126 0.0064 0.0061 27 0.0126 0.0065 0.0062 28 0.0126 0.0065 0.0062 29 0.0127 0.0065 0.0062 30 0.0127 0.0065 0.0062 31 0.0127 0.0065 0.0062 32 0.0128 0.0065 0.0062 33 0.0128 0.0066 0.0062 34 0.0128 0.0066 0.0063 35 0.0129 0.0066 0.0063 36 0.0129 0.0066 0.0063 37 0.0129 0.0066 0.0063 38 0.0130 0.0066 0.0063 39 0.0130 0.0067 0.0063 40 0.0130 0.0067 0.0064 41 0.0131 0.0067 0.0064 42 0.0131 0.0067 0.0064 43 0.0131 0.0067 0.0064 44 0.0132 0.0067 0.0064 45 0.0132 0.0068 0.0065 46 0.0132 0.0068 0.0065 47 0.0133 0.0068 0.0065 48 0.0133 0.0068 0.0065 49 0.0134 0.0068 0.0065 50 0.0134 0.0069 0.0065 51 0.0134 0.0069 0.0066 52 0.0135 0.0069 0.0066 53 0.0135 0.0069 0.0066 54 0.0135 0.0069 0.0066 55 0.0136 0.0070 0.0066 56 0.0136 0.0070 0.0066 57 0.0137 0.0070 0.0067 58 0.0137 0.0070 0.0067 59 0.0138 0.0070 0.0067 60 0.0138 0.0071 0.0067 61 0.0138 0.0071 0.0068 62 0.0139 0.0071 0.0068 63 0.0139 0.0071 0.0068 64 0.0140 0.0072 0.0068 65 0.0140 0.0072 0.0068 66 0.0141 0.0072 0.0069 67 0.0141 0.0072 0.0069 68 0.0141 0.0072 0.0069 69 0.0142 0.0073 0.0069 70 0.0142 0.0073 0.0069 UNIT HYDROGRAPH ANALYSIS 10 -YEAR EVENT 71 0.0143 0.0073 0.0070 72 0.0143 0.0073 0.0070 73 0.0144 0.0074 0.0070 74 0.0144 0.0074 0.0070 75 0.0145 0.0074 0.0071 76 0.0145 0.0074 0.0071 77 0.0146 0.0075 0.0071 78 0.0146 0.0075 0.0071 79 0.0147 0.0075 0.0072 80 0.0147 0.0075 0.0072 81 0.0148 0.0076 0.0072 82 0.0148 0.0076 0.0072 83 0.0149 0.0076 0.0073 84 0.0149 0.0077 0.0073 85 0.0150 0.0077 0.0073 86 0.0151 0.0077 0.0073 87 0.0151 0.0078 0.0074 88 0.0152 0.0078 0.0074 89 0.0153 0.0078 0.0074 90 0.0153 0.0078 0.0075 91 0.0154 0.0079 0.0075 92 0.0154 0.0079 0.0075 93 0.0155 0.0079 0.0076 94 0.0155 0.0080 0.0076 95 0.0156 0.0080 0.0076 96 0.0157 0.0080 0.0076 97 0.0158 0.0081 0.0077 98 0.0158 0.0081 0.0077 99 0.0159 0.0081 0.0078 100 0.0159 0.0082 0.0078 101 0.0160 0.0082 0.0078 102 0.0161 0.0082 0.0078 103 0.0162 0.0083 0.0079 104 0.0162 0.0083 0.0079 105 0.0163 0.0084 0.0080 106 0.0164 0.0084 0.0080 107 0.0165 0.0084 0.0080 108 0.0165 0.0085 0.0081 109 0.0166 0.0085 0.00811 110 0.0167 0.0085 0.0081 ill 0.0168 0.0086 0.0082 112 0.0169 0.0086 0.0082 113 0.0170 0.0087 0.0083 114 0.0170 0.0087 0.0083 115 0.0171 0.0088 0.0084 116 0.0172 0.0088 0.0084 117 0.0173 0.0089 0.0084 118 0.0174 0.0089 0.0085 119 0.0175 0.0090 0.0085 120 0.0176 0.0090 0.0086 121 0.0177 0.0091 0.0086 1122 0.0178 0.0091 0.0087 123 0.0179 0.0092 0.0087 124 0.0180 0.0092 0.0088 125 0.0181 0.0093 0.0088 126 0.0182 0.0093 0.0089 127 0.0183 0.0094 0.0089 128 0.0184 0.0094 0.0090 129 0.0186 0.0095 0.0091 130 0.0187 0.0096 0.0091 131 0.0188 0.0096 0.0092 UNIT HYDROGRAPH ANALYSIS I O -YEAR EVENT 132 0.0189 0.0097 0.0092 133 0.0191 0.0098 0.0093 134 0.0192 0.0098 0.0093 135 0.0193 0.0099 0.0094 136 0.0194 0.0099 0.0095 137 0.0196 0.0100 0.0096 138 0.0197 0.0101 0.0096 139 0.0199 0.0102 0.0097 140 0.0200 0.0102 0.0098 141 0.0202 0.0103 0.0099 142 0.0203 0.0104 0.0099 143 0.0205 0.0105 0.0100 144 0.0206 0.0106 0.0101 145 0.0188 0.0096 0.0092 146 0.0189 0.0097 0.0092 147 0.0192 0.0098 0.0094 148 0.0193 0.0099 0.0094 149 0.0196 0.0100 0.0096 150 0.0197 0.0101 0.0096 151 0.0200 0.0103 0.0098 152 0.0202 0.0103 0.0098 153 0.0205 0.0105 0.0100 154 0.0207 0.0106 0.0101 155 0.0210 0.0107 0.0102 156 0.0212 0.0108 0.0103 157 0.0215 0.0110 0.0105 158 0.0217 0.0111 0.0106 159 0.0221 0.0113 0.0108 160 0.0223 0.0114 0.0109 161 0.0227 0.0116 0.0111 162 0.0230 0.0118 0.0112 163 0.0234 0.0120 0.0114 164 0.0237 0.0121 0.0116 165 0.0242 0.0124 0.0118 166 0.0245 0.0125 0.0119 167 0.0251 0.0128 0.0122 168 0.0254 0.0130 0.0124 169 0.0260 0.0133 0.0127 170 0.0264 0.0135 0.0129 171 0.0271 0.0139 0.0132 172 0.0275 0.0141 0.0134 173 0.0284 0.0145 0.0138 174 0.0288 0.0148 0.0141 175 0.0298 0.0153 0.0145 176 0.0303 0.0155 0.0148 177 0.0315 0.0161 0.0154 178 0.0321 0.0165 0.0157 179 0.0336 0.0172 0.0164 180 0.0343 0.0176 0.0168 181 0.0361 0.0185 0.0176 182 0.0371 0.0190 0.0181 183 0.0394 0.0202 0.0192 184 0.0407 0.0209 0.0199 185 0.0328 0.0168 0.0160 186 0.0347 0.0178 0.0169 187 0.0394 0.0202 0.0192 188 0.0424 0.0217 0.0207 189 0.0511 0.0262 0.0250 190 0.0577 0.0296 0.0282 191 0.0825 0.0407 0.0418 192 0.1135 0.0407 0.0727 10 I I I UNIT HYDROGRAPH ANALYSIS 10 -YEAR EVENT 193 0.3551 0.0407 0.3144 194 0.0672 0.0344 0.0328 195 0.0463 0.0237 0.0226 196 0.0368 0.0189 0.0180 197 0.0422 0.0216 0.0206 198 0.0382 0.0196 0.0186 199 0.0352 0.0180 0.0172 200 0.0328 0.0168 0.0160 201 0.0309 0.0158 0.0151 202 0.0293 0.0150 0.0143 203 0.0279 0.0143 0.0136 204 0.0267 0.0137 0.0130 205 0.0257 0.0132 0.0125 206 0.0248 0.0127 0.0121 207 0.0239 0.0123 0.0117 208 0.0232 0.0119 0.0113 209 0.0225 0.0115 0.0110 210 0.0219 0.0112 0.0107 211 0.0213 0.0109 0.0104 212 0.0208 0.0107 0.0102 213 0.0203 0.0104 0.0099 214 0.0199 0.0102 0.0097 215 0.0195 0.0100 0.0095 216 0.0191 0.0098 0.0093 217 0.0208 0.0106 0.0101 218 0.0204 0.0105 0.0100 219 0.0201 0.0103 0.0098 220 0.0198 0.0101 0.0097 221 0.0195 0.0100 0.0095 222 0.0192 0.0099 0.0094 223 0.0190 0.0097 0.0093 224 0.0187 0.0096 0.0091 225 0.0185 0.0095 0.0090 226 0.0183 0.0094 0.0089 227 0.0180 0.0092 0.0088 228 0.0178 0.0091 0.0087 229 0.0176 0.0090 0.0086 230 0.0174 0.0089 0.0085 231 0.0173 0.0088 0.0084 232 0.0171 0.0087 0.0083 233 0.0169 0.0087 0.0082 234 0.0167 0.0086 0.0082 235 0.0166 0.0085 0.0081 236 0.0164 0.0084 0.0080 237 0.0163 0.0083 0.0079 238 0.0161 0.0083 0.0079 239 0.0160 0.0082 0.0078 240 0.0158 0.0081 0.0077 241 0.0157 0.0080 0.0077 242 0.0156 0.0080 0.0076 243 0.0155 0.0079 0.0075 244 0.0153 0.0079 0.0075 245 0.0152 0.0078 0.0074 246 0.0151 0.0077 0.0074 247 0.0150 0.0077 0.0073 248 0.0149 0.0076 0.0073 249 0.0148 0.0076 0.0072 250 0.0147 0.0075 0.0072 251 0.0146 0.0075 0.0071 252 0.0145 0.0074 0.0071 253 0.0144 0.0074 0.0070 I I UNIT HYDROGRAPH ANALYSIS 10 -YEAR EVENT 254 0.0143 0.0073 0.0070 255 0.0142 0.0073 0.0069 256 0.0141 0.0072 0.0069 257 0.0140 0.0072 0.0068 258 0.0139 0.0071 0.0068 259 0.0138 0.0071 0.0067 260 0.0137 0.0070 0.0067 261 0.0137 0.0070 0.0067 262 0.0136 0.0070 0.0066 263 0.0135 0.0069 0.0066 264 0.0134 0.0069 0.0065 265 0.0133 0.0068 0.0065 266 0.0133 0.0068 0.0065 267 0.0132 0.0068 0.0064 268 0.0131 0.0067 0.0064 269 0.0131 0.0067 0.0064 270 0.0130 0.0067 0.0063 271 0.0129 0.0066 0.0063 272 0.0129 0.0066 0.0063 273 0.0128 0.0066 0.0062 274 0.0127 0.0065 0.0062 275 0.0127 0.0065 0.0062 276 0.0126 0.0065 0.0061 277 0.0125 0.0064 0.0061 278 0.0125 0.0064 0.0061 279 0.0124 0.0064 0.0061 280 0.0124 0.0063 0.0060 281 0.0123 0.0063 0.0060 282 0.0123 0.0063 0.0060 283 0.0122 0.0062 0.0060 284 0.0121 0.0062 0.0059 285 0.0121 0.0062 0.0059 286 0.0120 0.0062 0.0059 287 0.0120 0.0061 0.0058 288 -------------------------------------------------------------------- 0.0119 0.0061 0.0058 -------------------------------------------------------------------- Total soil rain loss = 2.78(In) Total effective rainfall 2.96(In) Peak --------------------------------------------------------------------- flow rate in flood hydrograph = 16.48(CFS) .................................................................... 24 - H 0 U R S T 0 R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 0+ 5 0.0002 0.03 Q I I I I 0+10 0.0013 0.17 Q I 0+15 0.0041 0.41 Q 0+20 0.0080 0.57 VQ 0+25 0.0124 0.63 VQ 0+30 0.0169 0.65 VQ 0+35 0.0214 0.66 VQ I 0+40 0.0260 0.67 VQ I 0+45 0.0306 0.67 VQ I 0+50 0.0352 0.67 VQ I 0+55 0.0398 0.67 VQ I 12 I r-. 13 UNIT HYDROGRAPH ANALYSIS I O -YEAR EVENT 1+ 0 0.0444 0.67 VQ 1+ 5 0.0491 0.67 VQ 1+10 0.0537 0.67 VQ 1+15 0.0584 0.68 IQ 1+20 0.0630 0.68 IQ 1+25 0.0677 0.68 IQ 1+30 0.0724 0.68 IQ 1+35 0.0771 0.68 IQ 1+40 0.0818 0.68 IQ 1+45 0.0865 0.69 IQ 1+50 0.0913 0.69 IQ 1+55 0.0960 0.69 IQ 2+ 0 0.1007 0.69 IQ 2+ 5 0.1055 0.69 IQ 2+10 0.1103 0.69 IQ 2+15 0.1151 0.70 IQ 2+20 0.1199 0.70 IQV 2+25 0.1247 0.70 IQV 2+30 0.1295 0.70 IQV 2+35 0.1343 0.70 IQV 2+40 0.1392 0.70 IQV 2+45 0.1440 0.71 IQV 2+50 0.1489 0.71 IQV 2+55 0.1538 0.71 IQV 3+ 0 0.1587 0.71 IQV 3+ 5 0.1636 0.71 IQV 3+10 0.1685 0.71 IQV 3+15 0.1735 0.72 IQV 3+20 0.1784 0.72 IQ V 3+25 0.1834 0.72 IQ V 3+30 0.1883 0.72 IQ V 3+35 0.1933 0.72 IQ V 1 3+40 0.1983 0.73 IQ V 1 3+45 0.2033 0.73 IQ V 1 3+50 0.2083 0.73 IQ V 1 3+55 0.2134 0.73 IQ V 1 4+ 0 0.2184 0.73 IQ V 1 4+ 5 0.2235 0.74 IQ V 1 4+10 0.2286 0.74 IQ V 1 4+15 0.2337 0.74 IQ V 1 4+20 0.2388 0.74 IQ V 1 4+25 0.2439 0.?4 IQ V 1 4+30 0.2490 0.75 IQ V 1 4+35 0.2542 0.75 IQ V 1 4+40 0.2594 0.75 IQ V 1 4+45 0.2645 0.75 IQ V 1 4+50 0.2697 0.75 IQ V 1 4+55 0.2750 0.76 IQ V 1 5+ 0 0.2802 0.76 IQ V 1 5+ 5 0.2854 0.76 IQ V 1 5+10 0.2907 0.76 IQ V 1 5+15 0.2960 0.77 IQ v 1 5+20 0.3013 0.77 IQ v 1 5+25 0.3066 0.77 IQ v 1 5+30 0.3119 0.77 IQ v 1 5+35 0.3172 0.78 IQ V 1 5+40 0.3226 0.78 IQ v 1 5+45 0.3280 0.78 IQ v 1 5+50 0.3334 0.78 IQ v 1 5+55 0.3388 0.79 IQ V I 6+ 0 0.3442 0.79 IQ V I 13 I I I 14 UNIT HYDROGRAPH ANALYSIS 10 -YEAR EVENT 6+ 5 0.3497 0.79 IQ v 1 6+10 0.3551 0.79 IQ v 1 6+15 0.3606 0.80 IQ V 1 6+20 0.3661 0.80 IQ V 1 6+25 0.3716 0.80 IQ V 1 6+30 0.3772 0.80 IQ V 1 6+35 0.3827 0.81 IQ V 1 6+40 0.3883 0.81 IQ V 1 6+45 0.3939 0.81 IQ V 1 6+50 0.3995 0.82 IQ V 1 6+55 0.4051 0.82 IQ V 1 7+ 0 0.4108 0.82 IQ V 1 7+ 5 0.4165 0.82 IQ V 1 7+10 0.4222 0.83 IQ V 1 7+15 0.4279 0.83 IQ V 1 7+20 0.4337 0.83 IQ V 1 7+25 0.4394 0.84 IQ V 1 7+30 0.4452 0.84 IQ V 1 7+35 0.4510 0.84 IQ V 1 7+40 0.4568 0.85 IQ V 1 7+45 0.4627 0.85 IQ V 1 7+50 0.4686 0.85 IQ V 1 7+55 0.4745 0.86 IQ V 1 8+ 0 0.4804 0.86 IQ V 1 8+ 5 0.4864 0.86 IQ V 1 8+10 0.4923 0.87 IQ V 1 8+15 0.4983 0.87 IQ V 1 8+20 0.5044 0.87 IQ V 1 8+25 0.5104 0.88 IQ V 1 8+30 0.5165 0.88 IQ V 1 8+35 0.5226 0.89 IQ vi 8+40 0.5287 0.89 IQ VI 8+45 0.5349 0.89 IQ VI 8+50 0.5411 0.90 IQ VI 8+55 0.5473 0.90 IQ VI 9+ 0 0.5535 0.91 IQ VI 9+ 5 0.5598 0.91 IQ vi 9+10 0.5661 0.91 IQ VI 9+15 0.5724 0.92 IQ VI 9+20 0.5788 0.92 IQ VI 9+25 0.5852 0.93 IQ V 9+30 0.5916 0.93 IQ V 9+35 0.5981 0.94 IQ V 9+40 0.6045 0.94 IQ V 9+45 0.6111 0.95 IQ V 9+50 0.6176 0.95 IQ V 9+55 0.6242 0.96 IQ V 10+ 0 0.6308 0.96 IQ V 10+ 5 0.6375 0.97 IQ IV 10+10 0.6442 0.97 IQ IV 10+15 0.6510 0.98 IQ IV 10+20 0.6577 0.98 IQ IV 10+25 0.6645 0.99 IQ IV 10+30 0.6714 1.00 IQ IV 10+35 0.6783 1.00 1 Q IV 10+40 0.6852 1.01 1 Q IV 10+45 0.6922 1.01 1 Q IV 10+50 0.6992 1.02 1 Q I V 10+55 0.7063 1.03 1 Q I V 11+ 0 0.7134 1.03 1 Q I V 11+ 5 0.7206 1.04 1 Q I V 14 UNIT HYDROGRAPH ANALYSIS I O -YEAR EVENT 11+10 0.7278 1.05 1 Q I v 1 11+15 0.7350 1.05 1 Q I V I 11+20 0.7423 1.06 1 Q I V 1 11+25 0.7497 1.07 1 Q I V I 11+30 0.7571 1.07 1 Q I V 1 11+35 0.7645 1.08 1 Q I V I 11+40 0.7720 1.09 1 Q I V 1 11+45 0.7796 1.10 1 Q I V I 11+50 0.7872 1.11 1 Q I V 1 11+55 0.7949 1.12 1 Q I V I 12+ 0 0.8027 1.12 1 Q I v 1 12+ 5 0.8104 1.13 1 Q I V I 12+10 0.8181 1.11 1 Q I V I 12+15 0.8255 1.08 1 Q I V 1 12+20 0.8329 1.06 1 Q I V 1 12+25 0.8402 1.06 1 Q I V 1 12+30 0.8476 1.07 1 Q I V I 12+35 0.8550 1.09 1 Q I V 1 12+40 0.8626 1.09 1 Q I V I 12+45 0.8702 1.10 1 Q I V 1 12+50 0.8779 1.12 1 Q I V I 12+55 0.8856 1.13 1 Q I V 1 13+ 0 0.8935 1.14 1 Q I V I 13+ 5 0.9015 1.16 1 Q I V 1 13+10 0.9095 1.17 1 Q I V I 13+15 0.9177 1.19 1 Q I V 1 13+20 0.9260 1.20 1 Q I V I 13+25 0.9344 1.22 1 Q I V 1 13+30 0.9429 1.23 1 Q I V I 13+35 0.9515 1.25 1 Q I V 1 13+40 0.9602 1.27 1 Q I V I 13+45 0.9691 1.29 1 Q I V 1 13+50 0.9781 1.31 1 Q I V 1 13+55 0.9873 1.33 1 Q I V 1 14+ 0 0.9966 1.35 1 Q I V 1 14+ 5 1.0061 1.38 1 Q I V 1 14+10 1.0158 1.40 1 Q I V I 14+15 1.0256 1.43 1 Q I V 1 14+20 1.0357 1.46 1 Q I V I 14+25 1.0459 1.49 1 Q I V I 14+30 1.0564 1.52 1 Q I V 1 14+35 1.0671 1.56 1 Q I V I 14+40 1.0781 1.59 1 Q I V 1 14+45 1.0894 1.63 1 Q I V I 14+50 1.1009 1.68 1 Q I vi 14+55 1.1128 1.73 1 Q I V1 15+ 0 1.1250 1.78 1 Q I vi 15+ 5 1.1377 1.84 1 Q I vi 15+10 1.1508 1.90 1 Q I VI 15+15 1.1643 1.97 1 Q I V 15+20 1.1785 2.05 1 Q I V 15+25 1.1931 2.12 1 Q I V 15+30 1.2075 2.10 1 Q I V 15+35 1.2213 2.00 1 Q I IV 15+40 1.2352 2.01 1 Q I IV 15+45 1.2500 2.15 1 Q I IV 15+50 1.2664 2.39 1 Q I IV 15+55 1.2855 2.77 1 Q I I V 16+ 0 1.3096 3.51 1 Q I I V 16+ 5 1.3512 6.03 1 1 Q I V 16+10 1.4365 12.39 1 1 1 Q 15 16 UNIT HyDROGRAPH ANALYSIS I O -YEAR EVENT v I Q 16+15 1.5499 16.48 1 Q v I 16+20 1.6296 11.57 1 1 Q V I 16+25 1.6712 6.03 1 Q VI 16+30 1.6951 3.48 1 Q VI 16+35 1.7131 2.61 1 VI 16+40 1.7298 2.42 1 Q V 16+45 1.7436 2.01 1 Q V 16+50 1.7565 1.87 1 Q V 16+55 1.7686 1.76 1 Q V 17+ 0 1.7800 1.66 1 Q V 17+ 5 1.7909 1.58 1 Q IV 17+10 1.8013 1.51 1 Q IV 17+15 1.8112 1.45 1 Q IV 17+20 1.8208 1.39 1 Q IV 17+25 1.8301 1.34 1 Q IV 17+30 1.8390 1.30 1 Q IV 17+35 1.8477 1.26 1 Q I V 17+40 1.8562 1.23 1 Q I V 17+45 1.8644 1.19 1 Q I V 17+50 1.8724 1.16 1 Q I V 17+55 1.8802 1.14 1 Q I V 18+ 0 1.8879 1.11 1 Q I V 18+ 5 1.8954 1.09 1 Q 1 V 18+10 1.9029 1.09 1 Q I V 18+15 1.9106 1.11 1 Q I V 18+20 1.9183 1.12 1 Q I V 18+25 1.9260 1.11 1 Q I V 18+30 1.9336 1.10 1 Q I V 18+35 1.9410 1.09 1 Q I V 18+40 1.9484 1.07 1 Q I V 18+45 1.955-7 1.06 1 Q V 18+50 1.9629 1.04 1 Q V 18+55 1.9700 1.03 1 Q V 19+ 0 1.9770 1.02 1 Q V 19+ 5 1.9839 1.00 1 Q V 19+10 1.9907 0.99 IQ V 19+15 1.9975 0.98 IQ V 19+20 2.0041 0.97 IQ V 19+25 2.0107 0.96 IQ V 19+30 2.0173 0.95 IQ V 19+35 2.0238 0.94 IQ V 19+40 2.0302 0.93 IQ V 19+45 2.0365 0.92 IQ V 19+50 2.0428 0.91 IQ V 19+55 2.0490 0.90 IQ V 20+ 0 2.0552 0.90 IQ V 20+ 5 2.0613 0.89 IQ V 20+10 2.0674 0.88 IQ V 20+15 2.0734 0.87 IQ V 20+2 0 2.0793 0.87 IQ V 20+25 2.0853 0.86 IQ V 20+30 2.0911 0.85 IQ V 20+35 2.0969 0.84 IQ V 20+40 2.1027 0.84 IQ V 20+45 2.1084 0.83 IQ V 20+50 2.1141 0.83 IQ V 20+55 2.1198 0.82 IQ V 21+ 0 2.1254 0.81 IQ V 21+ 5 2.1309 0.81 IQ V 21+10 2.1365 0.80 IQ V 21+15 2.1420 0.80 IQ 16 17 UNIT HYDROGRAPH ANALYSIS I O -YEAR EVENT 21+20 2.1474 0.79 1 Q v 1 21+25 2.1528 0.79 1 Q v 21+30 2.1582 0.78 IQ I v 21+35 2.1636 0.78 IQ I v 21+40 2.1689 0.77 IQ I v 21+45 2.1742 0.77 IQ I v 21+50 2.1794 0.76 IQ I v 21+55 2.1846 0.76 IQ I v 22+ 0 2.1898 0.75 IQ I v 1 22+ 5 2.1950 0.75 IQ I v I 22+10 2.2001 0.74 IQ I v 1 22+15 2.2052 0.74 IQ I v 22+20 2.2103 0.74 IQ I v 22+25 2.2153 0.73 IQ I v 22+30 2.2204 0.73 IQ I v 22+35 2.2253 0.72 IQ I v 22+40 2.2303 0.72 IQ I v 22+45 2.2352 0.72 IQ I v 22+50 2.2402 0.71 IQ I v 22+55 2.2450 0.71 IQ I v 23+ 0 2.2499 0.71 IQ I v 23+ 5 2.2548 0.70 IQ I v 23+10 2.2596 0.70 IQ I I VI 23+15 2.2644 0.70 IQ I I VI 23+20 2.2691 0.69 IQ I I VI 23+25 2.2739 0.69 IQ I I VI 23+30 2.2786 0.69 IQ I I VI 23+35 2.2833 0.68 IQ I I VI 23+40 2.2880 0.68 IQ I I VI 23+45 2.2926 0.68 IQ I I VI 23+50 2.2973 0.67 IQ I I VI 23+55 2.3019 0.67 IQ I I VI 24+ 0 ------- --------------------------------------------------------------- 2.3065 0.67 IQ I I I VI 17 a" UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT sw U n i t H y d r o g r a p h A n a 1 y s i s 9M Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/13/05 ........................................................................ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 4034 --------------------------------------------------------------------- City of Fontana - Tract Map 16378 25 -year -------------------------------------------------------------------- Storm Event Year = 25 Antecedent Moisture Condition = 2 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 9.39 1 0.96 -------------------------------------------------------------------- Rainfall data for year 2 9.39 6 1.65 -------------------------------------------------------------------- Rainfall data for year 2 9.39 24 3.12 -------------------------------------------------------------------- Rainfall data for year 100 9.39 1 1.48 -------------------------------------------------------------------- Rainfall data for year 100 9.39 6 3.75 ----- -------------------------------------------------------------- Rainfall data for year 100 9.39 24 9.50 -------------------------------------------------------------------- .................................................................... Area -averaged max loss rate, Fm UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4317 0.4317 2 0.5696 0.1379 3 0.6699 0.1003 4 0.7516 0.0817 5 0.8218 0.0702 6 0.8840 0.0622 7 0.9402 0.0562 8 0.9918 0.0516 9 1.0396 0.0478 10 1.0844 0.0448 11 1.1265 0.0421 12 1.1664 0.0399 13 1.2168 0.0504 14 1.2654 0.0486 15 1.3124 0.0470 16 1.3579 0.0455 17 1.4021 0.0442 18 1.4451 0.0430 19 1.4870 0.0419 20 1.5279 0.0409 21 1.5678 0.0399 22 1.6068 0.0390 23 1.6450 0.0382 24 1.6824 0.0374 25 1.7191 0.0367 26 1.7551 0.0360 27 1.7904 0.0354 28 1.8252 0.0347 29 1.8593 0.0342 30 1.8929 0.0336 31 1.9260 0.0331 32 1.9586 0.0326 33 1.9907 0.0321 34 2.0224 0.0317 35 2.0536 0.0312 36 2.0844 0.0308 37 2.1147 0.0304 38 2.1447 0.0300 39 2.1744 0.0296 40 2.2036 0.0293 41 2.2326 0.0289 42 2.2612 0.0286 43 2.2894 0.0283 44 2.3174 0.0280 45 2.3451 0.0277 46 2.3724 0.0274 47 2.3995 0.0271 48 2.4264 0.0268 49 2.4529 0.0266 50 2.4792 0.0263 51 2.5053 0.0261 52 2.5311 0.0258 53 2.5567 0.0256 54 2.5821 0.0254 55 2.6072 0.0251 56 2.6322 0.0249 57 2.6569 0.0247 58 2.6814 0.0245 3 UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 32.0 9.39 1.000 0.978 0.500 0.489 Area -averaged adjusted loss rate Fm (In/Hr) = 0.489 ********* Area -Averaged low loss rate fraction, Yb Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 4.70 0.500 32.0 32.0 21.25 0.051 4.70 0.500 98.0 98.0 0.20 0.967 Area -averaged catchment yield fraction, Y = 0.509 Area -averaged low loss fraction, Yb 0.491 User entry of time of concentration 0.220 (hours) .................................................................... Watershed area = 9.39(Ac.) Catchment Lag time 0.176 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 47.3485 Hydrograph basefiow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.489(In/Hr) Average low loss rate fraction (Yb) = 0.491 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall 0.432(In) Computed peak 30 -minute rainfall 0.884(In) Specified peak 1 -hour rainfall = 1.167(In) Computed peak 3 -hour rainfall = 2.084(In) Specified peak 6 -hour rainfall = 3.006(In) Specified peak 24-hour rainfall 7.239(Tn) Rainfall depth area reduction factors: Using a total area of 9.39(Ac.) (Ref: fig. E-4) 5 -minute factor 1.000 Adjusted rainfall = 0.432(In) 30 -minute factor 1.000 Adjusted rainfall = 0.884(In) I -hour factor = 1.000 Adjusted rainfall = 1.166(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.084(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.006(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 7.239(In) U n i t H y d r o g r a p h ..................................................................... Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K 113.56 (CFS)) 1 4.127 4.687 2 26.887 25.847 3 64.399 42.598 4 87.458 26.186 5 96.010 9.711 6 98.485 2.811 7 99.340 0.970 8 100.000 0.750 2 4 UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 59 2.7057 0.0243 60 2.7298 0.0241 61 2.7538 0.0239 62 2.7775 0.0237 63 2.8011 0.0236 64 2.8245 0.0234 65 2.8477 0.0232 66 2.8707 0.0231 67 2.8936 0.0229 68 2.9164 0.0227 69 2.9389 0.0226 70 2.9614 0.0224 71 2.9836 0.0223 72 3.0057 0.0221 73 3.0321 0.0264 74 3.0584 0.0263 75 3.0846 0.0261 76 3.1106 0.0260 77 3.1365 0.0259 78 3.1622 0.0258 79 3.1879 0.0256 80 3.2134 0.0255 81 3.2388 0.0254 82 3.2641 0.0253 83 3.2893 0.0252 84 3.3143 0.0251 85 3.3393 0.0250 86 3.3642 0.0249 87 3.3889 0.0248 88 3.4136 0.0246 89 3.4381 0.0245 90 3.4626 0.0244 91 3.4869 0.0243 92 3.5111 0.0242 93 3.5353 0.0241 94 3.5593 0.0241 95 3.5833 0.0240 96 3.6072 0.0239 97 3.6310 0.0238 98 3.6546 0.0237 99 3.6782 0.0236 100 3.7018 0.0235 101 3.7252 0.0234 102 3.7485 0.0233 103 3.7718 0.0233 104 3.7950 0.0232 105 3.8181 0.0231 106 3.8411 0.0230 107 3.8640 0.0229 108 3.8869 0.0229 109 3.9097 0.0228 110 3.9324 0.0227 ill 3.9550 0.0226 112 3.9775 0.0226 113 4.0000 0.0225 114 4.0224 0.0224 115 4.0448 0.0223 116 4.0670 0.0223 117 4.0892 0.0222 118 4.1113 0.0221 119 4.1334 0.0221 4 5 UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 120 4.1554 0.0220 121 4.1773 0.0219 122 4.1992 0.0219 123 4.2210 0.0218 124 4.2427 0.0217 125 4.2644 0.0217 126 4.2860 0.0216 127 4.3075 0.0215 128 4.3290 0.0215 129 4.3504 0.0214 130 4.3717 0.0214 131 4.3930 0.0213 132 4.4143 0.0212 133 4.4354 0.0212 134 4.4565 0.0211 135 4.4776 0.0211 136 4.4986 0.0210 137 4.5195 0.0209 138 4.5404 0.0209 139 4.5613 0.0208 140 4.5820 0.0208 141 4.6028 0.0207 142 4.6234 0.0207 143 4.6441 0.0206 144 4.6646 0.0206 145 4.6851 0.0205 146 4.7056 0.0205 147 4.7260 0.0204 148 4.7464 0.0204 149 4.7667 0.0203 150 4.7869 0.0203 151 4.8071 0.0202 152 4.8273 0.0202 153 4.8474 0.0201 154 4.8675 0.0201 155 4.8875 0.0200 156 4.9075 0.0200 157 4.9274 0.0199 158 4.9473 0.0199 159 4.9671 0.0198 160 4.9869 0.0198 161 5.0066 0.0197 162 5.0263 0.0197 163 5.0460 0.0196 164 5.0656 0.0196 165 5.0851 0.0196 166 5.1046 0.0195 167 5.1241 0.0195 168 5.1436 0.0194 169 5.1629 0.0194 170 5.1823 0.0193 171 5.2016 0.0193 172 5.2209 0.0193 173 5.2401 0.0192 174 5.2593 0.0192 175 5.2784 0.0191 176 5.2975 0.0191 177 5.3166 0.0191 178 5.3356 0.0190 179 5.3546 0.0190 180 5.3735 0.0189 5 6 UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 181 5-3925 0.0189 182 5.4113 0.0189 183 5.4302 0.0188 184 5.4490 0.0188 185 5.4677 0.0188 186 5.4864 0.0187 187 5.5051 0.0187 188 5.5238 0.0186 189 5.5424 0.0186 190 5.5610 0.0186 191 5.5795 0.0185 192 5.5980 0.0185 193 5.6165 0.0185 194 5.6349 0.0184 195 5.6533 0.0184 196 5.6717 0.0184 197 5.6900 0.0183 198 5.7083 0.0183 199 5.7266 0.0183 200 5.7448 0.0182 201 5.7630 0.0182 202 5.7811 0.0182 203 5.7993 0.0181 204 5.8174 0.0181 205 5.8354 0.0181 206 5.8535 0.0180 207 5.8715 0.0180 208 5.8894 0.0180 209 5.9074 0.0179 210 5.9253 0.0179 211 5.9431 0.0179 212 5.9610 0.0178 213 5.9788 0.0178 214 5.9966 0.0178 215 6.0143 0.0178 216 6.0321 0.0177 217 6.0497 0.0177 218 6.0674 0.0177 219 6.0850 0.0176 220 6.1026 0.0176 221 6.1202 0.0176 222 6.1378 0.0175 223 6.1553 0.0175 224 6.1728 0.0175 225 6.1902 0.0175 226 6.2077 0.0174 227 6.2251 0.0174 228 6.2424 0.0174 229 6.2598 0.0173 230 6.2771 0.0173 231 6.2944 0.0173 232 6.3116 0.0173 233 6.3289 0.0172 234 6.3461 0.0172 235 6.3633 0.0172 236 6.3804 0.0172 237 6.3976 0.0171 238 6.4147 0.0171 239 6.4317 0.0171 240 6.4488 0.0170 241 6.4658 0.0170 6 UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 242 6.4828 0.0170 243 6.4998 0.0170 244 6.5167 0.0169 245 6.5336 0.0169 246 6.5505 0.0169 247 6.5674 0.0169 248 6.5843 0.0168 249 6.6011 0.0168 250 6.6179 0.0168 251 6.6346 0.0168 252 6.6514 0.0167 253 6.6681 0.0167 254 6.6848 0.0167 255 6.7015 0.0167 256 6.7181 0.0167 257 6.7348 0.0166 258 6.7514 0.0166 259 6.7679 0.0166 260 6.7845 0.0166 261 6.8010 0.0165 262 6.8175 0.0165 263 6.8340 0.0165 264 6.8505 0.0165 265 6.8669 0.0164 266 6.8834 0.0164 267 6.8998 0.0164 268 6.9161 0.0164 269 6.9325 0.0164 270 6.9488 0.0163 271 6.9651 0.0163 272 6.9814 0.0163 273 6.9977 0.0163 274 7.0139 0.0162 275 7.0301 0.0162 276 7.0463 0.0162 277 7.0625 0.0162 278 7.0787 0.0162 279 7.0948 0.0161 280 7.1109 0.0161 281 7.1270 0.0161 282 7.1431 0.0161 283 7.1591 0.0160 284 7.1751 0.0160 285 7.1911 0.0160 286 7.2071 0.0160 287 7.2231 0.0160 288 7.2390 0.0159 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0159 0.0078 0.0081 2 0.0160 0.0078 0.0081 3 0.0160 0.0079 0.0081 4 0.0160 0.0079 0.0082 5 0.0161 0.0079 0.0082 6 0.0161 0.0079 0.0082 7 0.0161 0.0079 0.0082 8 0.0162 0.0079 0.0082 9 0.0162 0.0080 0.0082 7 UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 10 0.0162 0.0080 0.0083 11 0.0163 0.0080 0.0083 12 0.0163 0.0080 0.0083 13 0.0163 0.0080 0.0083 14 0.0164 0.0080 0.0083 15 0.0164 0.0081 0.0083 16 0.0164 0.0081 0.0084 17 0.0165 0.0081 0.0084 18 0.0165 0.0081 0.0084 19 0.0165 0.0081 0.0084 20 0.0166 0.0081 0.0084 21 0.0166 0.0082 0.0085 22 0.0166 0.0082 0.0085 23 0.0167 0.0082 0.0085 24 0.0167 0.0082 0.0085 25 0.0167 0.0082 0.0085 26 0.0168 0.0082 0.0085 27 0.0168 0.0083 0.0086 28 0.0168 0.0083 0.0086 29 0.0169 0.0083 0.0086 30 0.0169 0.0083 0.0086 31 0.0170 0.0083 0.0086 32 0.0170 0.0083 0.0087 33 0.0170 0.0084 0.0087 34 0.0171 0.0084 0.0087 35 0.0171 0.0084 0.0087 36 0.0172 0.0084 0.0087 37 0.0172 0.0085 0.0088 38 0.0172 0.0085 0.0088 39 0.0173 0.0085 0.0088 40 0.0173 0.0085 0.0088 41 0.0174 0.0085 0.0088 42 0.0174 0.0085 0.0089 43 0.0175 0.0086 0.0089 44 0.0175 0.0086 0.0089 45 0.0175 0.0086 0.0089 46 0.0176 0.0086 0.0089 47 0.0176 0.0087 0.0090 48 0.0177 0.0087 0.0090 49 0.0177 0.0087 0.0090 so 0.0178 0.0087 0.0090 51 0.0178 0.0087 0.0091 52 0.0178 0.0088 0.0091 53 0.0179 0.0088 0.0091 54 0.0179 0.0088 0.0091 55 0.0180 0.0088 0.0092 56 0.0180 0.0089 0.0092 57 0.0181 0.0089 0.0092 58 0.0181 0.0089 0.0092 59 0.0182 0.0089 0.0093 60 0.0182 0.0090 0.0093 61 0.0183 0.0090 0.0093 62 0.0183 0.0090 0.0093 63 0.0184 0.0090 0.0094 64 0.0184 0.0091 0.0094 65 0.0185 0.0091 0.0094 66 0.0185 0.0091 0.0094 67 0.0186 0.0091 0.0095 68 0.0186 0.0092 0.0095 69 0.0187 0.0092 0.0095 70 0.0188 0.0092 0.0095 UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 71 0.0188 0.0092 0.0096 72 0.0189 0.0093 0.0096 73 0.0189 0.0093 0.0096 74 0.0190 0.0093 0.0097 75 0.0191 0.0094 0.0097 76 0.0191 0.0094 0.0097 77 0.0192 0.0094 0.0098 78 0.0192 0.0094 0.0098 79 0.0193 0.0095 0.0098 80 0.0193 0.0095 0.0098 81 0.0194 0.0095 0.0099 82 0.0195 0.0096 0.0099 83 0.0196 0.0096 0.0100 84 0.0196 0.0096 0.0100 85 0.0197 0.0097 0.0100 86 0.0197 0.0097 0.0100 87 0.0198 0.0097 0.0101 88 0.0199 0.0098 0.0101 89 0.0200 0.0098 0.0102 90 0.0200 0.0098 0.0102 91 0.0201 0.0099 0.0102 92 0.0202 0.0099 0.0103 93 0.0203 0.0099 0.0103 94 0.0203 0.0100 0.0103 95 0.0204 0.0100 0.0104 96 0.0205 0.0100 0.0104 97 0.0206 0.0101 0.0105 98 0.0206 0.0101 0.0105 99 0.0207 0.0102 0.0105 100 0.0208 0.0102 0.0106 101 0.0209 0.0103 0.0106 102 0.0209 0.0103 0.0107 103 0.0211 0.0103 0.0107 104 0.0211 0.0104 0.0107 105 0.0212 0.0104 0.0108 106 0.0213 0.0105 0.0108 107 0.0214 0.0105 0.0109 108 0.0215 0.0105 0.0109 109 0.0216 0.0106 0.0110 110 0.0217 0.0106 0.0110 ill 0.0218 0.0107 0.0111 112 0.0219 0.0107 0.0111 113 0.0220 0.0108 0.0112 114 0.0221 0.0108 0.0112 115 0.0222 0.0109 0.0113 116 0.0223 0.0109 0.0113 117 0.0224 0.0110 0.0114 118 0.0225 0.0110 0.0114 119 0.0226 0.0111 0.0115 120 0.0227 0.0111 0.0116 121 0.0229 0.0112 0.0116 122 0.0229 0.0113 0.0117 123 0.0231 0.0113 0.0118 124 0.0232 0.0114 0.0118 125 0.0233 0.0115 0.0119 126 0.0234 0.0115 0.0119 127 0.0236 0.0116 0.0120 128 0.0237 0.0116 0.0121 129 0.0239 0.0117 0.0121 130 0.0240 0.0118 0.0122 131 0.0241 0.0119 0.0123 9 UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 132 0.0242 0.0119 0.0123 133 0.0244 0.0120 0.0124 134 0.0245 0.0121 0.0125 135 0.0248 0.0122 0.0126 136 0.0249 0.0122 0.0126 137 0.0251 0.0123 0.0128 138 0.0252 0.0124 0.0128 139 0.0254 0.0125 0.0129 140 0.0255 0.0125 0.0130 141 0.0258 0.0127 0.0131 142 0.0259 0.0127 0.0132 143 0.0261 0.0128 0.0133 144 0.0263 0.0129 0.0134 145 0.0221 0.0109 0.0113 146 0.0223 0.0109 0.0113 147 0.0226 0.0111 0.0115 148 0.0227 0.0112 0.0116 149 0.0231 0.0113 0.0117 150 0.0232 0.0114 0.0118 151 0.0236 0.0116 0.0120 152 0.0237 0.0117 0.0121 153 0.0241 0.0118 0.0123 154 0.0243 0.0119 0.0124 155 0.0247 0.0121 0.0126 156 0.0249 0.0122 0.0127 157 0.0254 0.0125 0.0129 158 0.0256 0.0126 0.0130 159 0.0261 0.0128 0.0133 160 0.0263 0.0129 0.0134 161 0.0268 0.0132 0.0137 162 0.0271 0.0133 0.0138 163 0.0277 0.0136 0.0141 164 0.0280 0.0137 0.0142 165 0.0286 0.0140 0.0146 166 0.0289 0.0142 0.0147 167 0.0296 0.0145 0.0151 168 0.0300 0.0147 0.0153 169 0.0308 0.0151 0.0157 170 0.0312 0.0153 0.0159 171 0.0321 0.0158 0.0163 172 0.0326 0.0160 0.0166 173 0.0336 0.0165 0.0171 174 0.0342 0.0168 0.0174 175 0.0354 0.0174 0.0180 176 0.0360 0.0177 0.0183 177 0.0374 0.0184 0.0190 178 0.0382 0.0188 0.0194 179 0.0399 0.0196 0.0203 180 0.0409 0.0201 0.0208 181 0.0430 0.0211 0.0219 182 0.0442 0.0217 0.0225 183 0.0470 0.0231 0.0239 184 0.0486 0.0239 0.0247 185 0.0399 0.0196 0.0203 186 0.0421 0.0207 0.0214 187 0.0478 0.0235 0.0243 188 0.0516 0.0253 0.0263 189 0.0622 0.0305 0.0316 190 0.0702 0.0345 0.0357 191 0.1003 0.0407 0.0596 192 0.1379 0.0407 0.0972 10 I I UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 193 0.4317 0.0407 0.3910 194 0.0817 0.0401 0.0416 195 0.0562 0.0276 0.0286 196 0.0448 0.0220 0.0228 197 0.0504 0.0247 0.0256 198 0.0455 0.0224 0.0232 199 0.0419 0.0206 0.0213 200 0.0390 0.0192 0.0199 201 0.0367 0.0180 0.0187 202 0.0347 0.0171 0.0177 203 0.0331 0.0162 0.0168 204 0.0317 0.0155 0.0161 205 0.0304 0.0149 0.0155 206 0.0293 0.0144 0.0149 207 0.0283 0.0139 0.0144 208 0.0274 0.0134 0.0139 209 0.0266 0.0130 0.0135 210 0.0258 0.0127 0.0131 211 0.0251 0.0123 0.0128 212 0.0245 0.0120 0.0125 213 0.0239 0.0118 0.0122 214 0.0234 0.0115 0.0119 215 0.0229 0.0112 0.0116 216 0.0224 0.0110 0.0114 217 0.0264 0.0130 0.0134 218 0.0260 0.0128 0.0132 219 0.0256 0.0126 0.0131 220 0.0253 0.0124 0.0129 221 0.0250 0.0123 0.0127 222 0.0246 0.0121 0.0125 223 0.0243 0.0120 0.0124 224 0.0241 0.0118 0.0122 225 0.0238 0.0117 0.0121 226 0.0235 0.0115 0.0120 227 0.0233 0.0114 0.0118 228 0.0230 0.0113 0.0117 229 0.0228 0.0112 0.0116 230 0.0226 0.0111 0.0115 231 0.0223 0.0110 0.0114 232 0.0221 0.0109 0.0113 233 0.0219 0.0108 0.0112 234 0.0217 0.0107 0.0111 235 0.0215 0.0106 0.0110 236 0.0214 0.0105 0.0109 237 0.0212 0.0104 0.0108 238 0.0210 0.0103 0.0107 239 0.0208 0.0102 0.0106 240 0.0207 0.0102 0.0105 241 0.0205 0.0101 0.0104 242 0.0204 0.0100 0.0104 243 0.0202 0.0099 0.0103 244 0.0201 0.0099 0.0102 245 0.0199 0.0098 0.0101 246 0.0198 0.0097 0.0101 247 0.0196 0.0096 0.0100 248 0.0195 0.0096 0.0099 249 0.0194 0.0095 0.0099 250 0.0193 0.0095 0.0098 251 0.0191 0.0094 0.0097 252 0.0190 0.0093 0.0097 253 0.0189 0.0093 0.0096 I I UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 254 0.0188 0.0092 0.0096 255 0.0187 0.0092 0.0095 256 0.0186 0.0091 0.0095 257 0.0185 0.0091 0.0094 258 0.0184 0.0090 0.0093 259 0.0183 0.0090 0.0093 260 0.0182 0.0089 0.0092 261 0.0181 0.0089 0.0092 262 0.0180 0.0088 0.0091 263 0.0179 0.0088 0.0091 264 0.0178 0.0087 0.0090 265 0.0177 0.0087 0.0090 266 0.0176 0.0086 0.0090 267 0.0175 0.0086 0.0089 268 0.0174 0.0086 0.0089 269 0.0173 0.0085 0.0088 270 0.0173 0.0085 0.0088 271 0.0172 0.0084 0.0087 272 0.0171 0.0084 0.0087 273 0.0170 0.0084 0.0087 274 0.0169 0.0083 0.0086 275 0.0169 0.0083 0.0086 276 0.0168 0.0082 0.0085 277 0.0167 0.0082 0.0085 278 0.0167 0.0082 0.0085 279 0.0166 0.0081 0.0084 280 0.0165 0.0081 0.0084 281 0.0164 0.0081 0.0084 282 0.0164 0.0080 0.0083 283 0.0163 0.0080 0.0083 284 0.0162 0.0080 0.0083 285 0.0162 0.0079 0.0082 286 0.0161 0.0079 0.0082 287 0.0160 0.0079 0.0082 288 -------------------------------------------------------------------- 0.0160 0.0079 0.0081 -------------------------------------------------------------------- Total soil rain loss = 3.35(In) Total effective rainfall 3.89(In) Peak flow rate in flood hydrograph = 21.14(CFS) --------------------------------------------------------------------- .................................................................... 24 - H 0 U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q 0+10 0.0020 0.25 Q 0+15 0.0061 0.59 Q 0+20 0.0116 0.81 VQ 0+25 0.0177 0.89 VQ 0+30 0.0240 0.91 VQ 0+35 0.0304 0.92 VQ 0+40 0.0368 0.93 VQ 0+45 0.0432 0.93 VQ 0+50 0.0496 0.93 VQ 0+55 0.0561 0.94 VQ 12 UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 1+ 0 0.0625 0.94 VQ 1+ 5 0.0690 0.94 VQ 1+10 0.0755 0.94 VQ 1+15 0.0820 0.94 IQ 1+20 0.0885 0.94 IQ 1+25 0.0950 0.95 IQ 1+30 0.1015 0.95 IQ 1+35 0.1081 0.95 IQ 1+40 0.1146 0.95 IQ 1+45 0.1212 0.95 IQ 1+50 0.1278 0.96 IQ 1+55 0.1344 0.96 IQ 2+ 0 0.1410 0.96 IQ 2+ 5 0.1476 0.96 IQ 2+10 0.1543 0.96 IQV 2+15 0.1610 0.97 IQV 2+20 0.1676 0.97 IQV 2+25 0.1743 0.97 IQV 2+30 0.1810 0.97 IQV 2+35 0.1877 0.98 IQV 2+40 0.1945 0.98 IQv 2+45 0.2012 0.98 IQV 2+50 0.2080 0.98 IQV 2+55 0.2148 0.98 IQv 3+ 0 0.2216 0.99 IQV 3+ 5 0.2284 0.99 IQ 3+10 0.2352 0.99 IQ 3+15 0.2421 0.99 IQ 3+20 0.2489 1.00 IQ 3+25 0.2558 1.00 IQ 3+30 0.2627 1.00 IQ 3+35 0.2696 1.00 IQ 3+40 0.2765 1.01 IQ 3+45 0.2835 1.01 IQ 3+50 0.2904 1.01 IQ 3+55 0.2974 1.01 IQ 4+ 0 0.3044 1.02 IQ 4+ 5 0.3114 1.02 IQ 4+10 0.3184 1.02 IQ 4+15 0.3255 1.02 IQ 4+20 0.3325 1.03 IQ 4+25 0.3396 1.03 IQ 4+30 0.3467 1.03 IQ 4+35 0.3538 1.03 IQ 4+40 0.3610 1.04 IQ 4+45 0.3681 1.04 IQ 4+50 0.3753 1.04 IQ 4+55 0.3825 1.04 IQ 5+ 0 0.3897 1.05 IQ 5+ 5 0.3970 1.05 IQ 5+10 0.4042 1.05 IQ 5+15 0.4115 1.06 IQ 5+20 0.4188 1.06 IQ 5+25 0.4261 1.06 IQ 5+30 0.4334 1.07 IQ 5+35 0.4408 1.07 IQ 5+40 0.4482 1.07 IQ 5+45 0.4556 1.07 IQ 5+50 0.4630 1.08 IQ 5+55 0.4704 1.08 IQ 6+ 0 0.4779 1.08 IQ v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v 13 14 UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 6+ 5 0.4854 1.09 IQ v 1 6+10 0.4929 1.09 IQ V I 6+15 0.5004 1.09 IQ v 1 6+20 0.5080 1.10 IQ V I 6+25 0.5156 1.10 IQ V 1 6+30 0.5232 1.10 IQ V I 6+35 0.5308 1.11 IQ V 1 6+40 0.5384 1.11 IQ V I 6+45 0.5461 1.11 IQ V 1 6+50 0.5538 1.12 IQ V I 6+55 0.5615 1.12 IQ V 1 7+ 0 0.5693 1.13 IQ V I 7+ 5 0.5771 1.13 IQ V I 7+10 0.5849 1.13 IQ v 1 7+15 0.5927 1.14 IQ V 1 7+20 0.6006 1.14 IQ V 1 7+25 0.6084 1.14 IQ V 1 7+30 0.6163 1.15 IQ V 1 7+35 0.6243 1.15 IQ V I 7+40 0.6322 1.16 IQ V 1 7+45 0.6402 1.16 IQ V 1 7+50 0.6483 1.16 IQ V 1 7+55 0.6563 1.17 IQ V I 8+ 0 0.6644 1.17 IQ v 1 8+ 5 0.6725 1.18 IQ V I 8+10 0.6807 1.18 IQ V 1 8+15 0.6888 1.19 IQ VI 8+20 0.6970 1.19 IQ VI 8+25 0.7053 1.20 IQ VI 8+30 0.7135 1.20 IQ VI 8+35 0.7218 1.21 IQ VI 8+40 0.7302 1.21 IQ VI 8+45 0.7385 1.22 IQ VI 8+50 0.7469 1.22 IQ VI 8+55 0.7554 1.23 IQ V1 9+ 0 0.7639 1.23 IQ V 9+ 5 0.7724 1.24 IQ V 9+10 0.7809 1.24 IQ V 9+15 0.7895 1.25 IQ V 9+20 0.7981 1.25 IQ V 9+25 0.8068 1.26 IQ V 9+30 0.8155 1.26 IQ V 9+35 0.8242 1.27 IQ V 9+40 0.8330 1.27 IQ V 9+45 0.8418 1.28 IQ IV 9+50 0.8507 1.29 IQ IV 9+55 0.8596 1.29 IQ IV 10+ 0 0.8685 1.30 IQ IV 10+ 5 0.8775 1.31 IQ IV 10+10 0.8865 1.31 IQ IV 10+15 0.8956 1.32 IQ IV 10+20 0.9047 1.33 IQ IV 10+25 0.9139 1.33 IQ I V 10+30 0.9231 1.34 IQ I V 10+35 0.9324 1.35 IQ I v 10+40 0.9417 1.35 IQ 1 v 10+45 0.9511 1.36 IQ I V 10+50 0.9605 1.37 IQ I V 10+55 0.9700 1.38 IQ I V 11+ 0 0.9795 1.38 IQ I V 11+ 5 0.9891 1.39 IQ I V 14 11+10 11+15 11+20 11+25 11+30 11+35 11+40 11+45 11+50 11+55 12+ 0 12+ 5 12+10 12+15 12+20 12+25 12+30 12+35 12+40 12+45 12+50 12+55 13+ 0 13+ 5 13+10 13+15 13+20 13+25 13+30 13+35 13+40 13+45 13+50 13+55 14+ 0 14+ 5 14+10 14+15 14+20 14+25 14+30 14+35 14+40 14+45 14+50 14+55 15+ 0 15+ 5 15+10 15+15 15+20 15+25 15+30 15+35 15+40 15+45 15+50 15+55 16+ 0 16+ 5 16+10 0.9988 1.0085 1.0183 1.0281 1.0380 1.0479 1.0580 1.0680 1.0782 1.0884 1.0987 1.1090 1.1190 1.1284 1.1375 1.1465 1.1556 1.1647 1.1740 1.1833 1.1928 1.2023 1.2120 1.2218 1.2317 1.2418 1.2519 1.2623 1.2727 1.2833 1.2941 1.3051 1.3162 1.3275 1.3390 1.3507 1.3627 1.3748 1.3873 1.3999 1.4129 1.4262 1.4398 1.4537 1.4680 1.4828 1.4980 1.5137 1.5300 1.5469 1.5645 1.5827 1.6008 1.6181 1.6356 1.6544 1.6754 1.7000 1.7324 1.7891 1.9026 UNIT HYDROGRAPH � 25 -YEAR EVE� 1.40 1 Q 1 1.41 1 Q 1.42 1 Q 1.43 1 Q 1.44 1 Q 1 1.45 1 Q 1 1.45 1 Q 1 1.46 1 Q 1 1.47 1 Q 1.49 1 Q 1.50 1 Q 1.50 1 Q 1.45 1 Q 1.37 1 Q 1.32 1 Q 1.31 1 Q 1.32 1 Q 1.33 1 Q 1.34 1 Q 1.36 1 Q 1.37 1 Q 1.39 1 Q 1.40 1 Q 1.42 1 Q 1.44 1 Q 1.46 1 Q 1.48 1 Q 1.50 1 Q 1.52 1 Q 1.54 1 Q 1.57 1 Q 1.59 1 Q 1.62 1 Q 1.64 1 Q 1.67 1 Q 1.70 1 Q 1.73 1 Q 1.77 1 Q 1.80 1 Q 1.84 1 Q 1.88 1 Q 1.93 1 Q 1.97 1 Q 2.02 1 Q 2.08 1 Q 2.14 1 Q 2.21 1 Q 2.28 1 Q 2.36 1 Q 2.45 1 Q 2.56 1 Q 2.65 1 Q 2.62 1 Q 2.51 1 Q 2.54 1 Q 2.73 1 Q 3.05 1 Q 3.57 1 Q 4.70 1 Q 8.24 1 16.48 1 15 NALYSIS 7 v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v I v I v I v I v I v v v v I v I v I v I v v v v v I Q v UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 16+15 2.0482 21.14 1 1 V Q 1 16+20 2.1448 14.02 Q I v 16+25 2.1942 7.17 Ql V 16+30 2.2226 4.13 Q V1 16+35 2.2449 3.23 1 Q V1 16+40 2.2651 2.94 1 Q VI 16+45 2.2823 2.49 1 Q V1 16+50 2.2982 2.31 1 Q V 16+55 2.3131 2.17 1 Q V 17+ 0 2.3272 2.05 1 Q V 17+ 5 2.3406 1.94 1 Q V 17+10 2.3534 1.86 1 Q V 17+15 2.3656 1.78 1 Q IV 17+20 2.3774 1.71 1 Q IV 17+25 2.3888 1.65 1 Q IV 17+30 2.3998 1.60 1 Q IV 17+35 2.4105 1.55 1 Q IV 17+40 2.4208 1.50 1 Q I IV 17+45 2.4309 1.46 IQ I IV 17+50 2.4407 1.43 IQ I I v 17+55 2.4503 1.39 IQ I I v 18+ 0 2.4597 1.36 IQ I I V 18+ 5 2.4689 1.34 IQ I I v 18+10 2.4784 1.37 IQ I I v 18+15 2.4883 1.44 IQ I I V 18+20 2.4985 1.48 IQ I I v 18+25 2.5087 1.48 IQ I I V 18+30 2.5187 1.46 IQ I I v 18+35 2.5287 1.45 IQ I I v 18+40 2.5385 1.43 IQ I I v 18+45 2.5483 1.41 IQ I I v 18+50 2.5579 1.39 IQ I I v 18+55 2.5674 1.38 IQ I I V 19+ 0 2.5768 1.36 IQ I I V 19+ 5 2.5860 1.35 IQ I I v 19+10 2.5952 1.33 IQ I I V 19+15 2.6043 1.32 IQ I I V 19+20 2.6133 1.31 IQ I I v 19+25 2.6222 1.29 IQ I I V 19+30 2.6311 1.28 IQ I I V 19+35 2.6398 1.27 IQ I I V 19+40 2.6485 1.26 IQ I I v 19+45 2.6571 1.25 IQ I I V 19+50 2.6656 1.24 IQ I I V 19+55 2.6740 1.23 IQ I I V 20+ 0 2.6824 1.22 IQ I I V 20+ 5 2.6907 1.21 IQ I I V 20+10 2.6990 1.20 IQ I I V 20+15 2.7071 1.19 IQ I I V 20+20 2.7153 1.18 IQ I I V 20+25 2.7233 1.17 IQ V 20+30 2.7313 1.16 IQ V 20+35 2.7393 1.15 IQ V 20+40 2.7471 1.15 IQ V 20+45 2.7550 1.14 IQ I V 20+50 2.7628 1.13 IQ I V 20+55 2.7705 1.12 IQ I V 21+ 0 2.7782 1.12 IQ I V 21+ 5 2.7858 1.11 IQ I V 21+10 2.7934 1.10 IQ I V 21+15 2.8009 1.09 IQ I V 16 UNIT HYDROGRAPH ANALYSIS 25 -YEAR EVENT 21+20 2.8084 1.09 IQ 21+25 2.8159 1.08 IQ 21+30 2.8233 1.08 IQ 21+35 2.8306 1.07 IQ 21+40 2.8380 1.06 IQ 21+45 2.8452 1.06 IQ 21+50 2.8525 1.05 IQ 21+55 2.8597 1.05 IQ 22+ 0 2.8668 1.04 IQ 22+ 5 2.8740 1.03 IQ 22+10 2.8810 1.03 IQ 22+15 2.8881 1.02 IQ 22+20 2.8951 1.02 IQ 22+25 2.9021 1.01 IQ 22+30 2.9090 1.01 IQ 22+35 2.9160 1.00 IQ 22+40 2.9228 1.00 IQ 22+45 2.9297 0.99 IQ 22+50 2.9365 0.99 IQ 22+55 2.9433 0.98 IQ 23+ 0 2.9500 0.98 IQ 23+ 5 2.9568 0.98 IQ 23+10 2.9634 0.97 IQ 23+15 2.9701 0.97 IQ 23+20 2.9767 0.96 IQ 23+25 2.9833 0.96 IQ 23+30 2.9899 0.96 IQ 23+35 2.9965 0.95 IQ 23+40 3.0030 0.95 IQ 23+45 3.0095 0.94 IQ 23+50 3.0160 0.94 IQ 23+55 3.0224 0.94 IQ 24+ 0 ------------------------------------------- 3.0288 0.93 IQ 17 MA v I v v v v v v I v I v I v I v I v I v I v I v v v v v v v v v I v I v v v v v v VI v I UNIT HYDROGRAPH ANALYSIS I 00 -YEAR EVENT U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 08/13/05 ........................................................................ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 4034 --------------------------------------------------------------------- City of Fontana - TRACT 16378 100 -YEAR UNIT Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 9.39 1 0.96 -------------------------------------------------------------------- Rainfall data for year 2 9.39 6 1.65 -------------------------------------------------------------------- Rainfall data for year 2 9.39 24 3.12 -------------------------------------------------------------------- Rainfall data for year 100 9.39 1 1.48 -------------------------------------------------------------------- Rainfall data for year 100 9.39 6 3.75 -------------------------------------------------------------------- Rainfall data for year 100 9.39 24 9.50 -------------------------------------------------------------------- .................................................................... I ******** Area -averaged max loss rate, Fm ******** I UNIT HYDROGRAPH ANALYSIS I 00 -YEAR EVENT SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 9.39 1.000 0.785 0.500 0.393 Area -averaged adjusted loss rate Fm (In/Hr) = 0.393 ********* Area -Averaged low loss rate fraction, Yb Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 4.70 0.500 32.0 52.0 9.23 0.365 4.70 0.500 98.0 98.0 0.20 0.975 Area -averaged catchment yield fraction, Y = 0.670 Area -averaged low loss fraction, Yb 0.330 User entry of time of concentration 0.213 (hours) .................................................................... Watershed area = 9.39(Ac.) Catchment Lag time 0.170 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 48.9045 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.393(In/Hr) Average low loss rate fraction (Yb) = 0.330 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall 0.548(In) Computed peak 30 -minute rainfall 1.122(In) Specified peak 1 -hour rainfall = 1.480(In) Computed peak 3 -hour rainfall = 2.617(In) Specified peak 6 -hour rainfall = 3.750(In) Specified peak 24-hour rainfall 9.500(In) Rainfall depth area reduction factors: Using a total area of 9.39(Ac.) (Ref: fig. E-4) 5 -minute factor 1.000 Adjusted rainfall = 0.548(In) 30 -minute factor 1.000 Adjusted rainfall = 1.121(In) 1 -hour factor = 1.000 Adjusted rainfall = 1.479(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.617(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.750(In) 24-hour factor = 1.000 Adjusted rainfall 9.500(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h ..................................................................... Interval IS' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K 113.56 (CFS)) 1 4.388 4.983 2 28.572 27.463 3 67.041 43.685 4 88.970 24.903 5 96.646 8.717 6 98.642 2.266 7 99.521 0.998 8 100.000 0.544 2 UNIT HYDROGRAPH ANALYSIS I 00 -YEAR EVENT --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5475 0.5475 2 0.7225 0.1749 3 0.8497 0.1272 4 0.9533 0.1036 5 1.0423 0.0890 6 1.1211 0.0789 7 1.1924 0.0713 8 1.2579 0.0654 9 1.3185 0.0607 10 1.3753 0.0568 11 1.4287 0.0534 12 1.4793 0.0506 13 1.5421 0.0628 14 1.6026 0.0605 15 1.6611 0.0585 16 1.7177 0.0566 17 1.7726 0.0549 18 1.8260 0.0534 19 1.8780 0.0520 20 1.9287 0.0507 21 1.9782 0.0495 22 2.0265 0.0484 23 2.0739 0.0473 24 2.1202 0.0463 25 2.1656 0.0454 26 2.2102 0.0446 27 2.2539 0.0437 28 2.2969 0.0430 29 2.3391 0.0422 30 2.3806 0.0415 31 2.4215 0.0409 32 2.4618 0.0402 33 2.5014 0.0396 34 2.5405 0.0391 35 2.5790 0.0385 36 2.6170 0.0380 37 2.6545 0.0375 38 2.6915 0.0370 39 2.7280 0.0365 40 2.7641 0.0361 41 2.7997 0.0356 42 2.8350 0.0352 43 2.8698 0.0348 44 2.9042 0.0344 45 2.9383 0.0341 46 2.9720 0.0337 47 3.0054 0.0334 48 3.0384 0.0330 49 3.0711 0.0327 50 3.1034 0.0324 51 3.1355 0.0321 52 3.1672 0.0318 53 3.1987 0.0315 54 3.2299 0.0312 55 3.2608 0.0309 56 3.2914 0.0306 57 3.3218 0.0304 58 3.3519 0.0301 3 UNIT HYDROGRAPH ANALYSIS I 00 -YEAR EVENT 59 3.3818 0.0299 60 3.4114 0.0296 61 3.4408 0.0294 62 3.4699 0.0292 63 3.4988 0.0289 64 3.5276 0.0287 65 3.5561 0.0285 66 3.5843 0.0283 67 3.6124 0.0281 68 3.6403 0.0279 69 3.6680 0.0277 70 3.6955 0.0275 71 3.7228 0.0273 72 3.7499 0.0271 73 3.7847 0.0348 74 3.8194 0.0347 75 3.8540 0.0345 76 3.8883 0.0344 77 3.9226 0.0342 78 3.9566 0.0341 79 3.9906 0.0339 80 4.0244 0.0338 81 4.0581 0.0337 82 4.0916 0.0335 83 4.1250 0.0334 84 4.1582 0.0333 85 4.1914 0.0331 86 4.2244 0.0330 87 4.2572 0.0329 88 4.2900 0.0327 89 4.3226 0.0326 90 4.3551 0.0325 91 4.3875 0.0324 92 4.4198 0.0323 93 4.4519 0.0322 94 4.4840 0.0320 95 4.5159 0.0319 96 4.5477 0.0318 97 4.5794 0.0317 98 4.6110 0.0316 99 4.6425 0.0315 100 4.6739 0.0314 101 4.7052 0.0313 102 4.7364 0.0312 103 4.7675 0.0311 104 4.7985 0.0310 105 4.8294 0.0309 106 4.8602 0.0308 107 4.8908 0.0307 108 4.9215 0.0306 109 4.9520 0.0305 110 4.9824 0.0304 ill 5.0127 0.0303 112 5.0429 0.0302 113 5.0731 0.0301 114 5.1031 0.0301 115 5.1331 0.0300 116 5.1630 0.0299 117 5.1928 0.0298 118 5.2225 0.0297 119 5.2522 0.0296 m 4 5 UNIT HYDROGRAPH ANALYSIS I 00 -YEAR EVENT 120 5.2817 0.0296 121 5.3112 0.0295 122 5.3406 0.0294 123 5.3699 0.0293 124 5.3991 0.0292 125 5.4283 0.0292 126 5.4574 0.0291 127 5.4864 0.0290 128 5.5153 0.0289 129 5.5442 0.0289 130 5.5729 0.0288 131 5.6016 0.0287 132 5.6303 0.0286 133 5.6588 0.0286 134 5.6873 0.0285 135 5.7158 0.0284 136 5.7441 0.0284 137 5.7724 0.0283 138 5.8006 0.0282 139 5.8288 0.0282 140 5.8569 0.0281 141 5.8849 0.0280 142 5.9128 0.0280 143 5.9407 0.0279 144 5.9685 0.0278 145 5.9963 0.0278 146 6.0240 0.0277 147 6.0516 0.0276 148 6.0792 0.0276 149 6.1067 0.0275 150 6.1342 0.0275 151 6.1616 0.0274 152 6.1889 0.0273 153 6.2162 0.0273 154 6.2434 0.0272 155 6.2705 0.0272 156 6.2976 0.0271 157 6.3247 0.0270 158 6.3517 0.0270 159 6.3786 0.0269 160 6.4055 0.0269 161 6.4323 0.0268 162 6.4590 0.0268 163 6.4857 0.0267 164 6.5124 0.0267 165 6.5390 0.0266 166 6.5655 0.0265 167 6.5920 0.0265 168 6.6185 0.0264 169 6.6449 0.0264 170 6.6712 0.0263 171 6.6975 0.0263 172 6.7237 0.0262 173 6.7499 0.0262 174 6.7761 0.0261 175 6.8021 0.0261 176 6.8282 0.0260 177 6.8542 0.0260 178 6.8801 0.0259 179 6.9060 0.0259 180 6.9319 0.0258 5 6 UNIT HYDROGRAPH ANALYSIS 100 -YEAR EVENT 181 6.9577 0.0258 182 6.9834 0.0258 183 7.0091 0.0257 184 7.0348 0.0257 185 7.0604 0.0256 186 7.0860 0.0256 187 7.1115 0.0255 188 7.1370 0.0255 189 7.1624 0.0254 190 7.1878 0.0254 191 7.2131 0.0253 192 7.2384 0.0253 193 7.2637 0.0253 194 7.2889 0.0252 195 7.3141 0.0252 196 7.3392 0.0251 197 7.3643 0.0251 198 7.3893 0.0250 199 7.4143 0.0250 200 7.4393 0.0250 201 7.4642 0.0249 202 7.4891 0.0249 203 7.5139 0.0248 204 7.5387 0.0248 205 7.5635 0.0248 206 7.5882 0.0247 207 7.6129 0.0247 208 7.6375 0.0246 209 7.6621 0.0246 210 7.6867 0.0246 211 7.7112 0.0245 212 7.7357 0.0245 213 7.7602 0.0244 214 7.7846 0.0244 215 7.8089 0.0244 216 7.8333 0.0243 217 7.8576 0.0243 218 7.8818 0.0243 219 7.9061 0.0242 220 7.9302 0.0242 221 7.9544 0.0242 222 7.9785 0.0241 223 8.0026 0.0241 224 8.0266 0.0240 225 8.0506 0.0240 226 8.0746 0.0240 227 8.0986 0.0239 228 8.1225 0.0239 229 8.1463 0.0239 230 8.1702 0.0238 231 8.1940 0.0238 232 8.2177 0.0238 233 8.2415 0.0237 234 8.2652 0.0237 235 8.2888 0.0237 236 8.3125 0.0236 237 8.3361 0.0236 238 8.3597 0.0236 239 8.3832 0.0235 240 8.4067 0.0235 241 8.4302 0.0235 6 7 UNIT IfYDROGRAPH ANALYSIS I 00 -YEAR EVENT 242 8.4536 0.0234 243 8.4770 0.0234 244 8.5004 0.0234 245 8.5237 0.0233 246 8.5470 0.0233 247 8.5703 0.0233 248 8.5936 0.0233 249 8.6168 0.0232 250 8.6400 0.0232 251 8.6631 0.0232 252 8.6863 0.0231 253 8.7094 0.0231 254 8.7324 0.0231 255 8.7555 0.0230 256 8.7785 0.0230 257 8.8015 0.0230 258 8.8244 0.0229 259 8.8473 0.0229 260 8.8702 0.0229 261 8.8931 0.0229 262 8.9159 0.0228 263 8.9387 0.0228 264 8.9615 0.0228 265 8.9842 0.0227 266 9.0070 0.0227 267 9.0296 0.0227 268 9.0523 0.0227 269 9.0749 0.0226 270 9.0975 0.0226 271 9.1201 0.0226 272 9.1427 0.0226 273 9.1652 0.0225 274 9.1877 0.0225 275 9.2102 0.0225 276 9.2326 0.0224 277 9.2550 0.0224 278 9.2774 0.0224 279 9.2998 0.0224 280 9.3221 0.0223 281 9.3444 0.0223 282 9.3667 0.0223 283 9.3890 0.0223 284 9.4112 0.0222 285 9.4334 0.0222 286 9.4556 0.0222 287 9.4778 0.0222 288 9.4999 0.0221 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) --------------------------------------------------------------------- (In) (In) (In) 1 0.0221 0.0073 0.0148 2 0.0222 0.0073 0.0148 3 0.0222 0.0073 0.0149 4 0.0222 0.0073 0.0149 5 0.0223 0.0074 0.0149 6 0.0223 0.0074 0.0149 7 0.0224 0.0074 0.0150 8 0.0224 0.0074 0.0150 9 0.0224 0.0074 0.0150 7 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 UNIT HYDROGRAPH ANALYSIS 100 -YEAR EVENT 0.0225 0.0074 0.0151 0.0225 0.0074 0.0151 0.0226 0.0074 0.0151 0.0226 0.0075 0.0151 0.0226 0.0075 0.0152 0.0227 0.0075 0.0152 0.0227 0.0075 0.0152 0.0228 0.0075 0.0153 0.0228 0.0075 0.0153 0.0229 0.0075 0.0153 0.0229 0.0076 0.0153 0.0229 0.0076 0.0154 0.0230 0.0076 0.0154 0.0230 0.0076 0.0154 0.0231 0.0076 0.0155 0.0231 0.0076 0.0155 0.0232 0.0076 0.0155 0.0232 0.0077 0.0156 0.0233 0.0077 0.0156 0.0233 0.0077 0.0156 0.0233 0.0077 0.0156 0.0234 0.0077 0.0157 0.0234 0.0077 0.0157 0.0235 0.0078 0.0157 0.0235 0.0078 0.0158 0.0236 0.0078 0.0158 0.0236 0.0078 0.0158 0.0237 0.0078 0.0159 0.0237 0.0078 0.0159 0.0238 0.0079 0.0159 0.0238 0.0079 0.0160 0.0239 0.0079 0.0160 0.0239 0.0079 0.0160 0.0240 0.0079 0.0161 0.0240 0.0079 0.0161 0.0241 0.0080 0.0162 0.0242 0.0080 0.0162 0.0242 0.0080 0.0162 0.0243 0.0080 0.0163 0.0243 0.0080 0.0163 0.0244 0.0080 0.0163 0.0244 0.0081 0.0164 0.0245 0.0081 0.0164 0.0246 0.0081 0.0165 0.0246 0.0081 0.0165 0.0247 0.0081 0.0165 0.0247 0.0082 0.0166 0.0248 0.0082 0.0166 0.0248 0.0082 0.0166 0.0249 0.0082 0.0167 0.0250 0.0082 0.0167 0.0250 0.0083 0.0168 0.0251 0.0083 0.0168 0.0252 0.0083 0.0169 0.0252 0.0083 0.0169 0.0253 0.0084 0.0170 0.0253 0.0084 0.0170 0.0254 0.0084 0.0170 0.0255 0.0084 0.0171 0.0256 0.0084 0.0171 0.0256 0.0085 0.0172 8 UNIT HYDROGRAPH ANALYSIS 100 -YEAR EVENT 71 0.0257 0.0085 0.0172 72 0.0258 0.0085 0.0173 73 0.0258 0.0085 0.0173 74 0.0259 0.0085 0.0173 75 0.0260 0.0086 0.0174 76 0.0260 0.0086 0.0174 77 0.0261 0.0086 0.0175 78 0.0262 0.0086 0.0175 79 0.0263 0.0087 0.0176 80 0.0263 0.0087 0.0176 81 0.0264 0.0087 0.0177 82 0.0265 0.0087 0.0177 83 0.0266 0.0088 0.0178 84 0.0267 0.0088 0.0179 85 0.0268 0.0088 0.0179 86 0.0268 0.0089 0.0180 87 0.0269 0.0089 0.0180 88 0.0270 0.0089 0.0181 89 0.0271 0.0089 0.0182 90 0.0272 0.0090 0.0182 91 0.0273 0.0090 0.0183 92 0.0273 0.0090 0.0183 93 0.0275 0.0091 0.0184 94 0.0275 0.0091 0.0184 95 0.0276 0.0091 0.0185 96 0.0277 0.0091 0.0186 97 0.0278 0.0092 0.0186 98 0.0279 0.0092 0.0187 99 0.0280 0.0092 0.0188 100 0.0281 0.0093 0.0188 101 0.0282 0.0093 0.0189 102 0.0283 0.0093 0.0190 103 0.0284 0.0094 0.0190 104 0.0285 0.0094 0.0191 105 0.0286 0.0095 0.0192 106 0.0287 0.0095 0.0192 107 0.0289 0.0095 0.0193 108 0.0289 0.0095 0.0194 109 0.0291 0.0096 0.0195 110 0.0292 0.0096 0.0195 ill 0.0293 0.0097 0.0196 112 0.0294 0.0097 0.0197 113 0.0296 0.0098 0.0198 114 0.0296 0.0098 0.0199 115 0.0298 0.0098 0.0200 116 0.0299 0.0099 0.0200 117 0.0301 0.0099 0.0201 118 0.0301 0.0100 0.0202 119 0.0303 0.0100 0.0203 120 0.0304 0.0100 0.0204 121 0.0306 0.0101 0.0205 122 0.0307 0.0101 0.0206 123 0.0309 0.0102 0.0207 124 0.0310 0.0102 0.0208 125 0.0312 0.0103 0.0209 126 0.0313 0.0103 0.0210 127 0.0315 0.0104 0.0211 128 0.0316 0.0104 0.0212 129 0.0318 0.0105 0.0213 130 0.0319 0.0105 0.0214 131 0.0322 0.0106 0.0215 9 m UNIT HYDROGRAPH ANALYSIS 100 -YEAR EVENT 132 0.0323 0.0107 0.0216 133 0.0325 0.0107 0.0218 134 0.0326 0.0108 0.0219 135 0.0329 0.0109 0.0220 136 0.0330 0.0109 0.0221 137 0.0333 0.0110 0.0223 138 0.0334 0.0110 0.0224 139 0.0337 0.0111 0.0226 140 0.0338 0.0112 0.0226 141 0.0341 0.0113 0.0228 142 0.0342 0.0113 0.0229 143 0.0345 0.0114 0.0231 144 0.0347 0.0114 0.0232 145 0.0271 0.0090 0.0182 146 0.0273 0.0090 0.0183 147 0.0277 0.0091 0.0185 148 0.0279 0.0092 0.0187 149 0.0283 0.0093 0.0189 150 0.0285 0.0094 0.0191 151 0.0289 0.0095 0.0194 152 0.0292 0.0096 0.0195 153 0.0296 0.0098 0.0198 154 0.0299 0.0099 0.0200 155 0.0304 0.0100 0.0203 156 0.0306 0.0101 0.0205 157 0.0312 0.0103 0.0209 158 0.0315 0.0104 0.0211 159 0.0321 0.0106 0.0215 160 0.0324 0.0107 0.0217 161 0.0330 0.0109 0.0221 162 0.0334 0.0110 0.0223 163 0.0341 0.0112 0.0228 164 0.0344 0.0114 0.0231 165 0.0352 0.0116 0.0236 166 0.0356 0.0118 0.0239 167 0.0365 0.0121 0.0245 168 0.0370 0.0122 0.0248 169 0.0380 0.0125 0.0255 170 0.0385 0.0127 0.0258 171 0.0396 0.0131 0.0266 172 0.0402 0.0133 0.0270 173 0.0415 0.0137 0.0278 174 0.0422 0.0139 0.0283 175 0.0437 0.0144 0.0293 176 0.0446 0.0147 0.0298 177 0.0463 0.0153 0.0310 178 0.0473 0.0156 0.0317 179 0.0495 0.0163 0.0332 180 0.0507 0.0167 0.0340 181 0.0534 0.0176 0.0358 182 0.0549 0.0181 0.0368 183 0.0585 0.0193 0.0392 184 0.0605 0.0200 0.0405 185 0.0506 0.0167 0.0339 186 0.0534 0.0176 0.0358 187 0.0607 0.0200 0.0407 188 0.0654 0.0216 0.0438 189 0.0789 0.0260 0.0528 190 0.0890 0.0294 0.0596 191 0.1272 0.0327 0.0945 192 0.1749 0.0327 0.1422 10 I I UNIT HYDROGRAPH ANALYSIS I 00 -YEAR EVENT 193 0.5475 0.0327 0.5148 194 0.1036 0.0327 0.0709 195 0.0713 0.0235 0.0478 196 0.0568 0.0187 0.0380 197 0.0628 0.0207 0.0421 198 0.0566 0.0187 0.0379 199 0.0520 0.0172 0.0348 200 0.0484 0.0160 0.0324 201 0.0454 0.0150 0.0304 202 0.0430 0.0142 0.0288 203 0.0409 0.0135 0.0274 204 0.0391 0.0129 0.0262 205 0.0375 0.0124 0.0251 206 0.0361 0.0119 0.0242 207 0.0348 0.0115 0.0233 208 0.0337 0.0111 0.0226 209 0.0327 0.0108 0.0219 210 0.0318 0.0105 0.0213 211 0.0309 0.0102 0.0207 212 0.0301 0.0099 0.0202 213 0.0294 0.0097 0.0197 214 0.0287 0.0095 0.0192 215 0.0281 0.0093 0.0188 216 0.0275 0.0091 0.0184 217 0.0348 0.0115 0.0233 218 0.0344 0.0113 0.0230 219 0.0339 0.0112 0.0227 220 0.033S 0.0111 0.0225 221 0.0331 0.0109 0.0222 222 0.0327 0.0108 0.0219 223 0.0324 0.0107 0.0217 224 0.0320 0.0106 0.0215 225 0.0317 0.0105 0.0212 226 0.0314 0.0104 0.0210 227 0.0311 0.0103 0.0208 228 0.0308 0.0102 0.0206 229 0.0305 0.0101 0.0204 230 0.0302 0.0100 0.0203 231 0.0300 0.0099 0.0201 232 0.0297 0.0098 0.0199 233 0.0295 0.0097 0.0197 234 0.0292 0.0096 0.0196 235 0.0290 0.0096 0.0194 236 0.0288 0.0095 0.0193 237 0.0286 0.0094 0.0191 238 0.0284 0.0094 0.0190 239 0.0282 0.0093 0.0189 240 0.0280 0.0092 0.0187 241 0.0278 0.0092 0.0186 242 0.0276 0.0091 0.0185 243 0.0274 0.0090 0.0184 244 0.0272 0.0090 0.0182 245 0.0270 0.0089 0.0181 246 0.0269 0.0089 0.0180 247 0.0267 0.0088 0.0179 248 0.0265 0.0088 0.0178 249 0.0264 0.0087 0.0177 250 0.0262 0.0087 0.0176 251 0.0261 0.0086 0.0175 252 0.0259 0.0086 0.0174 253 0.0258 0.0085 0.0173 I I UNIT HYDROGRAPH ANALYSIS I 00 -YEAR EVENT 254 0.0257 0.0085 0.0172 255 0.0255 0.0084 0.0171 256 0.0254 0.0084 0.0170 257 0.0253 0.0083 0.0169 258 0.0251 0.0083 0.0168 259 0.0250 0.0083 0.0168 260 0.0249 0.0082 0.0167 261 0.0248 0.0082 0.0166 262 0.0246 0.0081 0.0165 263 0.0245 0.0081 0.0164 264 0.0244 0.0081 0.0164 265 0.0243 0.0080 0.0163 266 0.0242 0.0080 0.0162 267 0.0241 0.0079 0.0161 268 0.0240 0.0079 0.0161 269 0.0239 0.0079 0.0160 270 0.0238 0.0078 0.0159 271 0.0237 0.0078 0.0159 272 0.0236 0.0078 0.0158 273 0.0235 0.0077 0.0157 274 0.0234 0.0077 0.0157 275 0.0233 0.0077 0.0156 276 0.0232 0.0077 0.0155 277 0.0231 0.0076 0.0155 278 0.0230 0.0076 0.0154 279 0.0229 0.0076 0.0154 280 0.0228 0.0075 0.0153 281 0.0227 0.0075 0.0152' 282 0.0227 0.0075 0.0152 283 0.0226 0.0075 0.0151 284 0.0225 0.0074 0.0151 285 0.0224 0.0074 0.0150 286 0.0223 0.0074 0.0150 287 0.0223 0.0073 0.0149 288 -------------------------------------------------------------------- 0.0222 0.0073 0.0149 -------------------------------------------------------------------- Total soil rain loss = 2.95(In) Total effective rainfall 6.55(In) Peak flow rate in flood hydrograph = 29.25(CFS) --------------------------------------------------------------------- .................................................................... 24 - H 0 U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0005 0.07 Q 0+10 0.0038 0.48 Q 0+15 0.0116 1.13 VQ 0+20 0.0219 1.50 V Q 0+25 0.0332 1.63 V Q 0+30 0.0447 1.67 V Q 0+35 0.0563 1.69 V Q 0+40 0.0680 1.70 V Q 0+45 0.0797 1.70 V Q 0+50 0.0914 1.70 V Q 0+55 0.1032 1.71 V Q 12 UNIT HYDROGRAPH ANALYSIS I 00 -YEAR EVENT 1+ 0 0.1149 1.71 V Q 1+ 5 0.1267 1.71 V Q 1+10 0.1386 1.72 JVQ 1+15 0.1504 1.72 lVQ 1+20 0.1623 1.72 JVQ 1+25 0.1741 1.73 lVQ 1+30 0.1860 1.73 lVQ 1+35 0.1980 1.73 IVQ 1+40 0.2099 1.73 lVQ 1+45 0.2219 1.74 lVQ 1+50 0.2339 1.74 lVQ 1+55 0.2459 1.74 JVQ 2+ 0 0.2579 1.75 1 Q 2+ 5 0.2700 1.75 1 Q 2+10 0.2821 1.75 1 Q 2+15 0.2942 1.76 1 Q 2+20 0.3063 1.76 1 Q 2+25 0.3185 1.77 1 Q 2+30 0.3307 1.77 1 Q 2+35 0.3429 1.77 1 Q 2+40 0.3551 1.78 1 Q 2+45 0.3674 1.78 1 Q 2+50 0.3796 1.78 1 Q 2+55 0.3920 1.79 1 QV 3+ 0 0.4043 1.79 1 QV 3+ 5 0.4166 1.79 1 QV 3+10 0.4290 1.80 1 Qv 3+15 0.4414 1.80 1 QV 3+20 0.4539 1.81 1 Qv 3+25 0.4663 1.81 1 QV 3+30 0.4788 1.81 1 QV 3+35 0.4913 1.82 1 QV 3+40 0.5039 1.82 1 QV 3+45 0.5165 1.83 1 Q 3+50 0.5291 1.83 1 Q 3+55 0.5417 1.83 1 Q 4+ 0 0.5543 1.84 1 Q 4+ 5 0.5670 1.84 1 Q 4+10 0.5797 1.85 1 Q 4+15 0.5925 1.85 1 Q 4+20 0.6052 1.85 1 Q 4+25 0.6180 1.86 1 Q 4+30 0.6309 1.86 1 Q 4+35 0.6437 1.87 1 Q 4+40 0.6566 1.87 1 Q 4+45 0.6695 1.88 1 Q 4+50 0.6825 1.88 1 Q 4+55 0.6955 1.89 1 Q 5+ 0 0.7085 1.89 1 Q 5+ 5 0.7215 1.89 1 Q 5+10 0.7346 1.90 1 Q 5+15 0.7477 1.90 1 Q 5+20 0.7609 1.91 1 Q 5+25 0.7741 1.91 1 Q 5+30 0.7873 1.92 1 Q 5+35 0.8005 1.92 1 Q 5+40 0.8138 1.93 1 Q 5+45 0.8271 1.93 1 Q 5+50 0.8405 1.94 1 Q 5+55 0.8538 1.94 1 Q 6+ 0 0.8673 1.95 1 Q v v v v v v v v v v v v v v v v v v v v v v v v v v v v 13 UNIT HYDROGRAPH ANALYSIS I 00 -YEAR EVENT 6+ 5 0.8807 1.95 1 Q v 1 6+10 0.8942 1.96 1 Q V I 6+15 0.9077 1.96 1 Q v 1 6+20 0.9213 1.97 1 Q v 6+25 0.9349 1.98 1 Q v 6+30 0.9486 1.98 1 Q V 1 6+35 0.9622 1.99 1 Q V 1 6+40 0.9760 1.99 1 Q V 1 6+45 0.9897 2.00 1 Q V 1 6+50 1.0035 2.00 1 Q V 1 6+55 1.0174 2.01 1 Q V 1 7+ 0 1.0313 2.02 1 Q V 1 7+ 5 1.0452 2.02 1 Q V 1 7+10 1.0591 2.03 1 Q V 1 7+15 1.0732 2.03 1 Q V 1 7+20 1.0872 2.04 1 Q V 1 7+25 1.1013 2.05 1 Q v I 7+30 1.1154 2.05 1 Q V 1 7+35 1.1296 2.06 1 Q v 1 7+40 1.1439 2.07 1 Q V 1 7+45 1.1581 2.07 1 Q VI 7+50 1.1724 2.08 1 Q VI 7+55 1.1868 2.09 1 Q V1 8+ 0 1.2012 2.09 1 Q VI 8+ 5 1.2157 2.10 1 Q VI 8+10 1.2302 2.11 1 Q VI 8+15 1.2448 2.11 1 Q VI 8+20 1.2594 2.12 1 Q VI 8+25 1.2740 2.13 1 Q VI 8+30 1.2888 2.14 1 Q V 8+35 1.3035 2.14 1 Q V 8+40 1.3184 2.15 1 Q V 8+45 1.3332 2.16 1 Q V 8+50 1.3482 2.17 1 Q V 8+55 1.3631 2.18 1 Q V 9+ 0 1.3782 2.18 1 Q V 9+ 5 1.3933 2.19 1 Q V 9+10 1.4084 2.20 1 Q IV 9+15 1.4237 2.21 1 Q IV 9+20 1.4389 2.22 1 Q IV 9+25 1.4543 2.23 1 Q IV 9+30 1.4697 2.24 1 Q IV 9+35 1.4852 2.25 1 Q IV 9+40 1.5007 2.25 1 Q IV 9+45 1.5163 2.26 1 Q IV 9+50 1.5319 2.27 1 Q IV 9+55 1.5477 2.28 1 Q I V 10+ 0 1.5635 2.29 1 Q I V 10+ 5 1.5793 2.30 1 Q I V 10+10 1.5953 2.31 1 Q I V 10+15 1.6113 2.32 1 Q I V 10+20 1.6274 2.34 1 Q I V 10+25 1.6435 2.35 1 Q I V 10+30 1.6598 2.36 1 Q I V 10+35 1.6761 2.37 1 Q I v 10+40 1.6925 2.38 1 Q I V 10+45 1.7089 2.39 1 Q I V 10+50 1.7255 2.40 1 Q I V 10+55 1.7422 2.42 1 Q I V 11+ 0 1.7589 2.43 1 Q I V 11+ 5 1.7757 2.44 1 Q I V 14 UNIT HYDROGRAPH ANALYSIS I 00 -YEAR EVENT 11+10 1.7926 2.46 1 Q I v 11+15 1.8096 2.47 1 Q v 11+20 1.8267 2.48 1 Q v 11+25 1.8439 2.50 1 Q V 11+30 1.8612 2.51 1 Q V 11+35 1.8786 2.53 1 Q V 11+40 1.8961 2.54 1 Q v 11+45 1.9137 2.56 1 Q V 11+50 1.9314 2.57 1 Q V 11+55 1.9492 2.59 1 Q I V 12+ 0 1.9672 2.60 1 Q I V 12+ 5 1.9850 2.60 1 Q I V 12+10 2.0020 2.47 1 Q I V 12+15 2.0176 2.26 1 Q I V 12+20 2.0323 2.14 1 Q I V 12+25 2.0469 2.12 1 Q I V 12+30 2.0616 2.13 1 Q I V 12+35 2.0764 2.15 1 Q I V 12+40 2.0913 2.17 1 Q I V 12+45 2.1064 2.19 1 Q V 12+50 2.1217 2.22 1 Q V 12+55 2.1372 2.25 1 Q V 13+ 0 2.1528 2.27 1 Q V 13+ 5 2.1687 2.30 1 Q V 13+10 2.1848 2.33 1 Q v 13+15 2.2010 2.36 1 Q V 13+20 2.2175 2.39 1 Q V 13+25 2.2342 2.43 1 Q I V I 13+30 2.2512 2.46 1 Q V I 13+35 2.2684 2.50 1 Q V I 13+40 2.2859 2.54 1 Q V I 13+45 2.3037 2.58 1 Q V I 13+50 2.3217 2.62 1 Q V I 13+55 2.3401 2.67 1 Q V I 14+ 0 2.3588 2.71 1 Q V I 14+ 5 2.3778 2.76 1 Q v I 14+10 2.3972 2.82 1 Q V I 14+15 2.4170 2.87 1 Q V I 14+20 2.4372 2.93 1 Q I v I 14+25 2.4579 3.00 1 Q I VI 14+30 2.4790 3.07 1 Q I VI 14+35 2.5006 3.14 1 Q I VI 14+40 2.5228 3.22 1 Q I VI 14+45 2.5455 3.30 1 Q I VI 14+50 2.5689 3.40 1 Q I V 14+55 2.5930 3.50 1 Q I V 15+ 0 2.6178 3.61 1 Q I V 15+ 5 2.6435 3.73 1 Q I V 15+10 2.6702 3.87 1 Q I V 15+15 2.6979 4.02 1 Q I IV 15+20 2.7268 4.20 1 Q I IV 15+25 2.7567 4.35 1 Q I IV 15+30 2.7864 4.31 1 Q I IV 15+35 2.8150 4.16 1 Q I IV 15+40 2.8442 4.24 1 Q I I V 15+45 2.8758 4.58 1 Q I I V 15+50 2.9111 5.13 1 Q I I V 15+55 2.9524 6.00 1 Q I I V 16+ 0 3.0058 7.75 1 Q I V 16+ 5 3.0933 12.70 1 Q I V I 16+10 3.2569 23.76 1 1 V IQ 15 UNIT HYDROGRAPH ANALYSIS 100 -YEAR EVENT 16+15 3.4584 29.25 1 1 1 v I Ql 16+20 3.5890 18.96 1 1 1 Q V I 16+25 3.6581 10.04 1 1 Q I V I 16+30 3.7006 6.17 1 Q I V I I 16+35 3.7362 5.17 1 Q I VI 16+40 3.7680 4.61 1 Q I I V1 16+45 3.7959 4.05 1 Q I I V1 16+50 3.8217 3.75 1 Q I I V1 16+55 3.8459 3.52 1 Q I I V 17+ 0 3.8688 3.32 1 Q I I V 17+ 5 3.8905 3.15 1 Q I I V 17+10 3.9112 3.01 1 Q I I V 17+15 3.9310 2.88 1 Q I I V 17+20 3.9501 2.77 1 Q I I V 17+25 3.9685 2.67 1 Q I I V 17+30 3.9863 2.58 1 Q I I IV 17+35 4.0035 2.50 1 Q I I IV 17+40 4.0203 2.43 1 Q I I IV 17+45 4.0366 2.36 1 Q I I IV 17+50 4.0524 2.30 1 Q I I IV 17+55 4.0679 2.25 1 Q I I IV 18+ 0 4.0830 2.19 1 Q I I IV 18+ 5 4.0980 2.17 1 Q I I V 18+10 4.1136 2.27 1 Q I I V 18+15 4.1306 2.46 1 Q I I V 18+20 4.1482 2.56 1 Q I I V 18+25 4.1659 2.57 1 Q I I V 18+30 4.1835 2.55 1 Q I I V 18+35 4.2008 2.52 1 Q I I V 18+40 4.2180 2.50 1 Q I I V 18+45 4.2350 2.47 1 Q I I v 18+50 4.2519 2.44 1 Q I I V 18+55 4.2685 2.42 1 Q I V 19+ 0 4.2850 2.39 1 Q I V 19+ 5 4.3013 2.37 1 Q I V 19+10 4.3175 2.35 1 Q I V 19+15 4.3335 2.33 1 Q I V 19+20 4.3494 2.30 1 Q I V 19+25 4.3651 2.28 1 Q I V 19+30 4.3807 2.26 1 Q I V 19+35 4.3961 2.25 1 Q I V 19+40 4.4115 2.23 1 Q I V 19+45 4.4267 2.21 1 Q I V 19+50 4.4418 2.19 1 Q I V 19+55 4.4568 2.18 1 Q I V 20+ 0 4.4717 2.16 1 Q I V 20+ 5 4.4864 2.14 1 Q I V 20+10 4.5011 2.13 1 Q I V 20+15 4.5157 2.11 1 Q I V 20+20 4.5301 2.10 1 Q I V 20+25 4.5445 2.09 1 Q I V 20+30 4.5588 2.07 1 Q I V 20+35 4.5730 2.06 1 Q I V 20+40 4.5871 2.05 1 Q I V 20+45 4.6011 2.03 1 Q I V 20+50 4.6150 2.02 1 Q I V 20+55 4.6288 2.01 1 Q I V 21+ 0 4.6426 2.00 1 Q I V 21+ 5 4.6563 1.99 1 Q I V 21+10 4.6699 1.98 1 Q I V 21+15 4.6834 1.96 1 Q I V 16 UNIT HYDROGRAPH ANALYSIS 100 -YEAR EVENT 21+20 4.6969 1.95 1 Q v 1 21+25 4.7103 1.94 1 Q v 1 21+30 4.7236 1.93 1 Q v 1 21+35 4.7368 1.92 1 Q v 1 21+40 4.7500 1.91 1 Q v 1 21+45 4.7631 1.90 1 Q v 1 21+50 4.7762 1.89 1 Q v 1 21+55 4.7891 1.89 1 Q v 1 22+ 0 4.8021 1.88 1 Q v 1 22+ 5 4.8149 1.87 1 Q v 1 22+10 4.8277 1.86 1 Q v 1 22+15 4.8405 1.85 1 Q v 1 22+20 4.8531 1.84 1 Q v 1 22+25 4.8658 1.83 1 Q v 1 22+30 4.8783 1.83 1 Q v 1 22+35 4.8909 1.82 1 Q v 1 22+40 4.9033 1.81 1 Q v 1 22+45 4.9157 1.80 1 Q v 1 22+50 4.9281 1.79 1 Q v 1 22+55 4.9404 1.79 1 Q v 1 23+ 0 4.9527 1.78 1 Q v 1 23+ 5 4.9649 1.77 1 Q v 1 23+10 4.9770 1.77 1 Q v 1 23+15 4.9891 1.76 1 Q v 1 vi 23+20 5.0012 1.75 1 Q vi 23+25 5.0132 1.74 1 Q 23+30 5.0252 1.74 1 Q V1 23+35 5.0371 1.73 1 Q vi 23+40 5.0490 1.73 1 Q vi V1 23+45 5.0608 1.72 1 Q V1 23+50 5.0726 1.71 1 Q V1 23+55 5.0844 1.71 1 Q vi 24+ 0 ----------------------------------------------------------------------- 5.0961 1.70 1 Q 17 CITY OF FONTANA TRACT MAP 16378_ DETENTION BASIN VOLUME CALCULATION SHEET Water suface Water suface Water Storage Accumulate Accumulate Elevation area Depth Vol Vol (SF) (ft) (CF) (CF) (Ac -ft) 59.5 3850 60 4276 0.5 2032 2032 0.047 61 5289 1 4783 6814 0.156 62 1 5861 12675 0.291 _____6433 63 7517 1---- 6975 ___19650 0.451 64 8969 1 8243 27893 0.640 65 10271 1 9620 37513 0.861 66 11927 1 11099 48612 1.116 TRACT MAP 16378 FLOOD ROUTING PROGRAM X -YEAR EVENT FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 09/26/05 City of Fontana - Tract Map 16378 2 -year study Program License Serial Number 4034 ------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: unit2.rte ********�**********+********HYDROGP,APH DATA**************************** Number of intervals = 296 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 8.568 (CFS) Total volume = 1.18', (Ac.Ft) Status of hydrographs being held in storage Stream 11 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 I TRACT MAP 16378 FLOOD ROUTING PROGRAM 2 -YEAR EVENT ...................................................................... Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = 0.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.013 No. of pipes = 1 Given pipe size = 18.00(In.) Calculated individual pipe flow 1.768(CFS) Normal flow depth in pipe 7.20(In.) Flow top width inside pipe 17.64(In.) Critical Depth = 0.50(Ft.) Calculated flow rate through pipe(s) 1.768(CFS) Total outflow at this depth = 1.77(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 1.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.013 Nc. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 22.060(Ft.) Pipe friction loss l.SO9(Ft.) Minor friction loss 0.553(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 8.608(CFS) Total outflow at this depth = 8.61(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.50(Ft.)) Pipe length -2124.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.013 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 3.060(Ft.) Pipe friction loss 2.241(Ft.) Minor friction loss 0.821(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 10.491(CFS) Total outflow at this depth = 10.49(CFS) CALCULATED OUTFLOW DATA AT DEPTH 3.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) 2 TRACT MAP 16378 FLOOD ROUTING PROGRAM 2 -YEAR EVENT Manning's N = 0.013 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 4.060(Ft.) Pipe friction loss 2.974(Ft.) Minor friction loss 1.089(Ft.) K -factor 1.S0 Calculated flow rate through pipe(s) 12.085(CFS) Total outflow at this depth = 12.08(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 4.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.013 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 5.060(Ft.) Pipe friction loss 3.706(Ft.) Minor friction loss 1.358(Ft.) K -factor 1.50 Calculated flow rate through pipe(s,, 13.491(CFS) Total outflow at this depth = 13.49(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.013 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.060(Ft.� Pipe friction loss 4.438(Ft.) Minor friction loss 1.626(Ft.) K -factor 1.50 Calculated flow rate through pipe(s'; 14.764(CFS) Total outflow at this depth = 14.76(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 6.00(Ft.)), Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.013 No. of pipes = i Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.560(Ft.) Pipe friction loss 4.805(Ft.) Minor friction loss 1.760(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 15.361(CFS) Total outflow at this depth 1S.36(CFS) -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 296 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin 0.00(.Ft.) 3 Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow TRACT MAP 16378 Storage Depth FLOOD ROUTING PROGRAM (CFS) -------------------------------------------------------------------- (Ac.Ft) 2-Y]EAR EVENT 2.1 4.28 6.43 6.57 (Ft.) 0.083 0.01 0.00 (Ft.) ----------------- Initial basin depth Initial basin storage = 0.00 (Ac.Ft) 0.000 Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) 0.14 -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: 0 Basin Depth Storage Outflow (S-O*dt/2) (S+O-dt/-?) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.500 0.047 1.768 0.041 0.053 1.500 0.156 8.608 0.126 0.186 2.500 0.291 10.491 0.255 0.327 3.500 0.451 12.085 0.409 0.493 4.500 0.640 13.491 0.594 0.686 5.500 0.861 14.764 0.810 0.912 6.000 -------------------------------------------------------------------- 1.116 15.361 1.063 1.169 Hydrograph --------------------------------------------------------------------- Detention Basin Routing o Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.1 4.28 6.43 6.57 (Ft.) 0.083 0.01 0.00 0.000 (D 0.00 0.167 0.06 0.01 0.000 0 0.00 0.2150 0.14 0.03 0.001 0 0.01 0.333 0.21 0.06 0.0021 0 0.02 0. 417 0.24 0.10 0.003 0 0.03 0.500 0.26 0.14 0.004 o 0.04 0.583 0.26 0.16 0.004 0 1 1 1 1 0.05 0.667 0.26 0.19 0.005 0 0.05 0.7SO 0.27 0.20 0.005 0 0.06 0.833 0.27 0.22 0.006 o 0.06 0.917 0.27 0.23 0.006 o 0.07 1.000 0.27 0.24 0.006 01 0.07 1.083 0.27 0.25 0.007 01 0.07 1.167 0.27 0.25 0.007 01 0.07 1.250 0.27 0.26 0.007 01 0.07 1.333 0.27 0.26 0.007 01 0.07 1.417 0.27 0.26 0.007 01 1 0.07 1.500 0.27 0.26 0.007 01 0.07 1.583 0.27 0.27 0.007 01 0.08 1.667 0.27 0.27 0.007 10 0.08 1.750 0.28 0.27 0.007 10 0.08 1.833 0.28 0.27 0.007 10 0.08 1.917 0.28 0.27 0.007 10 1 0.08 2.000 0.28 0.27 0.007 10 1 0.08 2.083 0.28 0.27 0.007 10 1 0.08 2.167 0.26 0.28 0.007 10 1 0.08 2.250 0.28 0.28 0.007 10 1 0.08 2.333 0.28 0.28 0.007 10 1 0.08 2.417 0.28 0.28 0.007 10 1 0.08 2.500 0.28 0.28 0.007 10 1 0.08 4 TRACT MAP 16378 FLOOD ROUTING PROGRAM 2 -YEAR EVENT 2.583 0.28 0.28 0.007 10 1 0.08 2.667 0.29 0.28 0.007 10 1 0.08 2.750 0.29 0.28 0.008 10 1 0.08 2.833 0.29 0.28 0.008 10 1 0.08 2.917 0.29 0.28 0.008 10 1 0.08 3.000 0.29 0.29 0.008 10 1 0.08 3.083 0.29 0.29 0.008 10 1 0.08 3.167 0.29 0.29 0.008 10 1 0.08 3.250 0.29 0.29 0.008 10 1 0.08 3.333 0.29 0.29 0.008 10 1 0.08 3.417 0.29 0.29 0.008 10 1 0.08 3.500 0.30 0.29 0.008 10 1 0.08 3.583 0.30 0.29 0.006 10 1 0.08 3.667 0.30 0.29 0.008 10 1 0.08 3.750 0.30 0.29 0.008 10 1 0.08 3.833 0.30 0.30 0.008 10 1 0.08 3.917 0.30 0.30 0.008 10 1 0.08 4.000 0.30 0.30 0.008 10 1 0.08 4.083 0.30 0.30 0.008 10 1 0.08 4.167 0.30 0.30 0. 008 10 1 0.08 4.250 0.31 0.30 0.008 10 1 0.09 4.333 0.31 0.30 0.008 10 0.09 4.417 0.31 0.30 0.008 10 1 0.09 4.500 0.31 0.30 0.008 10 1 0.09 4.583 0.31 0.31 0.008 10 1 0.09 4.667 0.31 0 . 31 0.008 10 1 0.09 4.750 0.31 0.31 0.008 10 1 0.09 4. 833 0.31 0.31 0.008 10 1 0.09 4.917 0.31 0.31 0.008 10 1 i 0.09 5.000 0.32 0.31 0.008 10 1 i 0.09 5.00.3 0.321 0.31 0.008 10 i 1 0.09 5.167 0.32 0.31 0.008 10 1 0.09 5.250 0.32 0.32 0.008 10 0.09 5.333 0.32- 0.32 0. 008 10 0.09 5.417 0.32 0.32 0.008 10 1 0.09 5.500 0.32 0.3-2 0.008 10 1 0.09 5.583 0.33 0.32 0.009 10 1 0.09 5.667 0.33 0.32 0.009 10 0.09 5.750 0.33 0.32 0.009 10 0.09 5.833 0.33 0.32 0.009 10 0.09 5.917 0.33 0.33 0.009 10 0.09 6.000 0.33 0.33 0.009 10 1 0.09 6.083 0.33 0.33 0.009 10 0.09 6.167 0.34 0.33 0.009 10 0.09 6.250 0.34 0 . 33 0.009 1 C, 0.09 6.333 0.34 0.33 0.009 10 0.09 6.417 0.34 0.33 0.009 10 0.09 6.500 0.34 0.34 0.009 10 0.09 6.583 0.34 0.34 0.009 10 0.10 6.667 0.34 0.34 0.009 10 0.10 6.750 0.35 0.34 0.009 10 0.10 6.833 0.35 0.34 0.009 10 0.10 6.917 0.35 0.34 0.009 10 1 0.10 7.000 0.35 0.35 0.009 10 1 0.10 7.083 0.35 0.35 0.009 10 1 0.10 7.167 0.35 0.35 0.009 10 1 0.10 7.250 0.36 0.35 0.009 10 1 0.10 no TRACT MAP 16378 FLOOD ROUTING PROGRAM 2 -YEAR EVENT 7.333 0.36 0.35 0.009 10 1 0.10 7.417 0.36 0.35 0.009 10 1 0.10 7.500 0.36 0.36 0.009 10 1 0.10 7.583 0.36 0.36 0.009 10 1 0.10 7.667 0.37 0.36 0.010 10 1 0.10 7.750 0.37 0.36 0.010 10 1 0.10 7.833 0.37 0.36 0.010 10 1 0.10 7.917 0.37 0.36 0.010 10 1 0.10 8.000 0.37 0.37 0.010 10 1 0.10 8.083 0.38 0.37 0.010 10 1 0.10 8.167 0.38 0.37 0.010 10 1 0.10 8.250 0.38 0.37 0.010 10 1 0.11 8.333 0.38 0.37 0.010 10 1 0.11 8.417 0.38 0.38 0.010 10 1 0.1i 8.500 0.39 0.38 0.010 10 1 0.11 8.583 0.39 0.38 0.010 10 1 0.11 8.667 0.39 0.38 0.010 10 1 0.11 8.750 0.39 0.38 0.010 10 1 0.11 8.833 0.40 0.39 0.010 10 1 0.11 8.917 0.40 0.39 0.010 10 1 0.11 9.000 0.40 0.39 0.010 10 1 0.11 9.083 0.40 0.39 0.010 10 1 0.11 9.167 0.41 0.40 0.011 10 1 0.11 9.250 0.41 0.40 0.011 10 1 0.11 9.333 0.41 0.40 0.011 10 1 0.11 9.417 0.41 0.40 0.011 10 1 0.11 9.500 0.42 0.41 0.011 10 1 0.11 9.583 0.42 0.41 0.011 10 1 0.12 9.667 0.42 0.41 0.011 10 1 0.12 9.750 0.42 0.41 0.011 10 1 0.12 9.833 0.43 0.42 0.011 10 0.12 9.917 0.43 0.42 0.011 10 0.12 10.000 0.43 0.42 0.011 10 0.12 10.083 0.44 0.43 0.011 10 0.12 10.167 0.44 0.43 0.011 10 0.12 10.250 0.44 0.43 0.011 10 1 0.12 10.333 OAS 0.43 0.012 10 1 0.12 10.417 0.45 0.44 0.012 10 1 0.12 10.500 0.45 0.44 0.012 10 0.12 10.583 0.46 0.44 0.012 10 0.13 10.667 0.46 0.45 0.012 10 0.13 10.750 0.46 0.45 0.012 10 0.13 10.833 0.47 0.45 0.012 10 0.13 10.917 0.47 0.46 0.012 10 0.13 11.000 0.48 0.46 0.012 10 0.13 11.083 0.48 0.47 0.012 10 1 1 0.13 11.167 0.48 0.47 0.012 10 1 1 0.13 11.250 0.49 0.47 0.013 10 1 1 0.13 11.333 0.49 0.48 0.013 10 1 0.14 11.417 0.50 0.48 0.013 10 1 0.14 11.500 0.50 0.49 0.013 10 1 0.14 11.583 0.51 0.49 0.013 10 1 0.14 11.667 0.51 0.50 0.013 10 1 0.14 11.750 0.52 0.50 0.013 10 1 0.14 11.833 0.52 0.50 0.013 10 1 0.14 11.917 0.53 0.51 0.014 10 0.14 12.000 0.53 0.51 0.014 10 0.15 no 7 I I 0.15 0.15 0.15 0.16 0.17 0.17 0.18 0.18 0.19 0.19 0.20 0 . 2 0 0 . 2 0 0 . 21 0 0.21 0 . 21 1 0 . 2 1 0 . 2' 2 0 . 2 2, 0 . 21 2 0.22 0.23 0.23 0.23 0.24 0 . " 4 0 . 24 0.25 0.25 0.26 0.26 0.27 0.27 0.28 0.28 0.29 0.30 0.31 0.31 0.32 0.33 0.34 0.35 0.35 0.35 0.35 0.37 0.40 0.47 0.63 0.87 1.05 1.05 0.93 0.79 0.67 0.60 TRACT MAP 16378 FLOOD ROUTING PROGRAM 2 -YEAR EVENT 12.083 0.54 0.52 0.014 JOI 12.167 0.57 0.53 0.014 JOI 12.250 0.62 0.54 0.014 1 0 12.333 0.66 0.57 0.015 1 0 12.417 0.69 0.59 0.016 1 0 12.500 0.70 0.61 0.016 1 0 12.583 0.71 0.63 0.017 1 0 12.667 0.71 0.65 0.017 1 0 12.750 0.72 0.67 0.018 1 0 12.833 0.73 0.68 0.018 1 0 12.917 0.74 0.69 0.018 1 0 13.000 0.75 0.70 0.019 1 0 13.083 0.75 0.71 0.019 1 0 13.167 0.76 0.72 0.019 1 0 13.250 0.77 0.73 0.020 1 0 13.333 0.78 0.74 0.020 1 0 13.417 0.79 0.75 0.020 1 0 13.500 0.80 0.76 0.020 0 13.583 0.81 0.77 0.021 01 13.667 0.82 0.78 0.021 01 13.750 0.83 0.79 0.021 01 13.833 0.85 0.80 0.021 0 13.917 0.86 0.82 0.022 0 14.000 0.87 0.83 0.022 0 14.083 0.89 0.84 0.022 0 14.167 0.90 0.85 0.0-23 0 14.250 0.92 0.87 0.023 0 14.333 0.94 0.88 0.023 0 14.417 0.95 0.89 0.024 0 14.500 0.97 0.91 0.024 0 14.583 0.99 0.93 0.0.25 0 14.667 1.02 0.94 0.025 0 14.750 1.04 0.96 0.0-26 0 14.833 1.06 0.98 0.026 0 14.917 1.09 1.01 0.027 01 15.000 1.12 1.03 0.027 01 15.083 1.16 1.05 0.028 01 15.167 1.19 1.08 0.029 1 0 15.250 1.24 1.11 0.030 1 0 15.333 1.1118 1.15 0.030 1 0 15.417 1.32 1.18 0.031 1 0 15.500 1.30 1.21 0.032 1 0 15.583 1.23 1.22 0.033 1 0 15.667 1.20 1.22 0.032 1 0 15.750 1.26 1.22 0.033 1 0 1S.833 1.38 1.25 0.033 1 oi 15.917 1.59 1.30 0.035 1 oi 16.000 1.94 1.41 0.037 1 0 il I 16.083 3.04 1.65 0.044 1 0 1 1 1 16.167 6.09 2.63 0.061 1 10 1 16.250 8.57 4.30 0.087 1 1 0 16.333 7.09 5.55 0.107 1 1 1 16.417 3.92 5.54 0.107 1 1 1 1 16.500 2.36 4.68 0.093 1 1 10 16.583 1.64 3.73 0.078 1 1 1 0 1 16.667 1.50 2.96 0.066 1 1 0 16.750 1.37 2.42 0.057 1 10 7 I I 0.15 0.15 0.15 0.16 0.17 0.17 0.18 0.18 0.19 0.19 0.20 0 . 2 0 0 . 2 0 0 . 21 0 0.21 0 . 21 1 0 . 2 1 0 . 2' 2 0 . 2 2, 0 . 21 2 0.22 0.23 0.23 0.23 0.24 0 . " 4 0 . 24 0.25 0.25 0.26 0.26 0.27 0.27 0.28 0.28 0.29 0.30 0.31 0.31 0.32 0.33 0.34 0.35 0.35 0.35 0.35 0.37 0.40 0.47 0.63 0.87 1.05 1.05 0.93 0.79 0.67 0.60 8 TRACT MAP 16378 FLOOD ROUTING PROGRAM 2 -YEAR EVENT 16.833 1.20 2.02 0.051 1 1 ol 0.54 16.917 1.13 1.73 0.046 1 1 0 1 0.49 17.000 1.07 1.59 0.042 1 1 0 1 0.45 17.083 1.02 1.46 0.039 1 1 0 1 0.41 17.167 0.98 1.36 0.036 1 0 1 0.38 17.250 0.94 1.26 0.034 10 0.36 17.333 0.90 1.19 0.032 10 0.34 17.417 0.88 1.12 0.030 10 0.32 17.500 0.85 1.06 0.028 0 0.30 17.583 0.82 1.01 0.027 1 0 0.29 17.667 0.80 0.96 0.026 1 10 0.27 17.750 0.78 0.92 0.025 1 10 0.26 17.833 0.76 0.89 0.024 1 10 0.25 17.917 0.75 0.86 0.023 1 Io 0.24 18.000 0.73 0.83 0.022 1 10 0.23 18.083 0.71 0.81 0.021 1 10 0.23 18.167 0.67 0.78 0.021 1 0 0.22 18.250 0.62 0.75 0.020 1 0 0.21 18.333 0.57 0.71 0.019 1 0 1 1 1 1 0.20 18.417 0.54 0.68 0.018 1 0 1 1 1 1 0.19 18.500 0.53 0.64 0.017 JI0 0.18 18.583 0.51 0.62 0.016 110 0.17 18.667 0.50 0.59 0.016 JI0 0.17 18.750 0.49 0.57 0.015 110 0.16 18.833 0.49 0.55 0.015 JIO 0.16 18.917 0.48 0.54 0.014 JI0 i 0.15 19.000 0.47 0.52 0.014 10 1 0.15 19.083 0.46 0.51 0.014 10 1 0.14 19.167 0.45 0.50 0.013 10 1 0.14 19.250 0.45 0.49 0.013 10 1 0.14 19.333 0.44 0.48 0.013 10 0.13 19.417 0.43 0.47 0.012 10 0.13 19.500 0.43 0.46 0.012 10 0.13 19.583 0.42 0.45 0.012 10 0.13 19.667 0.42 0.44 0.012 10 0.13 19.750 0.41 0.44 0.012 10 1 0.12 19.833 0.41 0.43 0.011 10 1 0.12 19.917 0.40 0.42 0.011 10 1 0.12 20.000 0.40 0.42 0.011 10 1 0.12 20.083 0.39 0.41 0.011 10 1 0.12 20.167 0.39 0.41 0.011 10 1 0.12 20.250 0.38 0.40 0.011 10 1 0.il 20.333 0.38 0.40 0.011 10 1 0.11 20.417 0.37 0.39 0.010 10 1 0.11 20.500 0.37 0.39 0.010 10 1 0.11 20.583 0.37 0.38 0.010 10 i 0.11 20.667 0.36 0.38 0.010 10 1 0.11 20.750 0.36 0.37 0.010 10 1 0.11 20.833 0.35 0.37 0.010 10 1 0.10 20.917 0.35 0.37 0.010 10 1 0.10 21.000 0.35 0.36 0.010 10 1 0.10 21.083 0.34 0.36 0.010 10 1 0.10 21.167 0.34 0.36 0.009 10 1 0.10 21.250 0.34 0.35 0.009 10 1 0.10 21.333 0.34 0.35 0.009 10 1 0.10 21.417 0.33 0.34 0.009 10 1 0.10 21.500 0.33 0.34 0.009 10 1 0.10 8 Remaining water in basin = 0.00 (Ac.Ft) *+�+**+********************+HYDPOGP,l�,Pli DATA*++**+***+++*****�+*+-****** Number of intervals 297 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 5.553 (CFS) Total volume = 1.188 (Ac.Ft) Status of hydrographs being held in storage Stream i Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 9 TRACT MAP 16378 FLOOD ROUTING PROGRAM -2-YEAR EVENT 21.583 0.33 0.34 0.009 10 1 0.10 21.667 0.32 0.34 0.009 10 1 0.09 21.750 0.32 0.33 0.009 10 1 0.09 21.833 0.32 0.33 0.009 10 1 0.09 21.917 0.32 0.33 0.009 10 1 0.09 22.000 0.31 0.32 0.009 10 1 0.0p 22.083 0.31 0.32 0.009 10 1 0.09 22.167 0.31 0.32 0.008 10 1 0.00 22.250 0.31 0.32 0.008 10 1 0.09 22.333 0.30 0.31 0.008 10 1 0.00 22.417 0.30 0.31 0.008 10 1 0.0Q 22.500 0.30 0.31 0.008 10 1 1 1 1 0.00 22.583 0.30 0.31 0.008 10 1 0.09 22.667 0.30 0.30 0.008 10 1 0.09 22.750 0.29 0.30 0.008 10 1 0.0q 22.833 0.29 0.30 0.008 10 1 0.08 22.917 0.29 0.30 0.008 10 1 0.08 23.000 0.29 0.30 0.008 10 1 0.08 23.083 0.29 0.29 0.008 10 1 0.08 23.167 0.28 0.29 0.008 10 1 0.08 23.250 0.28 0.29 0.008 10 1 0.08 23.333 0.28 0.29 0.008 10 1 0.08 23.417 0.28 0.29 0.008 10 1 1 0.08 23.500 0.28 0.28 0.008 10 1 1 0.08 23.583 0.27 0.28 0.007 10 1 1 0.08 23.667 0.27 0.28 0.007 10 1 1 0.08 23.750 0.27 0.28 0.007 10 1 0.08 23.833 0.27 0.28 0.007 10 1 0.08 23.917 0.27 0.27 0.007 10 1 0.08 24.000 0.27 0.27 0.007 10 1 1 1 1 0.08 2 24.083 0.26 0.2-7 0.007 10 0.08 24.167 0.21 0.26 0.007 0 0.07 24.250 0.12 0.24 0.006 0 0.07 24.333 0.05 0.20 0.005 0 1 1 1 1 0.06 24.417 0.02 0.16 0.004 0 1 1 1 1 0.05 24.500 0.01 0.13 0.003 0 1 1 1 1 0.04 24.583 0.00 0.10 0.003 0 1 1 1 1 0.03 24.667 0.00 0.08 0.001-1 0 1 1 1 1 0.02 24.750 0.00 0.06 0.002 0 1 1 1 1 0.02 Remaining water in basin = 0.00 (Ac.Ft) *+�+**+********************+HYDPOGP,l�,Pli DATA*++**+***+++*****�+*+-****** Number of intervals 297 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 5.553 (CFS) Total volume = 1.188 (Ac.Ft) Status of hydrographs being held in storage Stream i Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 9 TRACT MAP 16378 FLOOD ROUTING 10 -YEAR EVENT FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 09/25/05 City of Fontana - Tract Map 16378 10 -year study Program License Serial Number 4034 -------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: unitlO.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 16.476 (CFS) Total volume = 2.317 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 TRACT MAP 16378 FLOOD ROUTING 10 -YEAR EVENT ...................................................................... Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = 0.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = I Given pipe size = 18.00(In.) Calculated individual pipe flow 1.768(CFS) Normal flow depth in pipe 7.50(In.) Flow top width inside pipe 17.75(In.) Critical Depth = 0.50(Ft.) Calculated flow rate through pipe(s) 1.768(CFS) Total outflow at this depth = 1.77(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 1.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 2.060(Ft.) Pipe friction loss 1.565(Ft.) Minor friction loss 0.494(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 8.141(CFS) Total outflow at this depth = 8.14(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 3.060(Ft.) Pipe friction loss 2.325(Ft.) Minor friction loss 0.734(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 9.922(CFS) Total outflow at this depth = 9.92(CFS) CALCULATED OUTFLOW DATA AT DEPTH 3.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) 2 Total outflow at this depth = 11.43(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 4.50(Ft.)) 0.56(Ft.) Pipe length = 224.67(Ft.) Elevation difference Manning's N = 0.014 No. of pipes Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 5.060(Ft.) Pipe friction loss 3.844(Ft.) 1.50 Minor friction loss 1.214(Ft.) K -factor = Calculated flow rate through pipe(s) 12.759(CFS) Total outflow at this depth = 12.76(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5.50(Ft.)) Pipe length = 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N = 0-014 No. of pipes Given pipe size � 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.060(Ft.) Pipe friction loss 4.604(Ft.) Minor friction loss 1.454(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 13.963(CFS) Total outflow at this depth = 13.96(CFS) CALCULATED OUTFLOW DATA AT DEPTH � 6.00(Ft.)) 0.56(Ft.) pipe length = 224.67(Ft.) Elevation difference Manning's N - 0.014 No. of pipes Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.560(Ft.) Pipe friction loss 4.984(Ft.) 1.50 Minor friction loss 1.574(Ft.) K -factor = Calculated flow rate through pipe(s) 14.528(CFS) Total outflow at this depth = 14.53(CFS) -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) 3 TRACT MAP 16378 FLOOD ROUTING 10 -YEAR EVENT manning's N = 0.014 No. of pipes Given -pipe size = 18,00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. is 4.060(Ft.) The total friction loss through the pipe Pipe friction loss 3.085(Ft.) 1.50 = Minor friction loss 0.974(Ft.) K -factor Calculated flow rate through pipe(s) 11.429(CFS) Total outflow at this depth = 11.43(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 4.50(Ft.)) 0.56(Ft.) Pipe length = 224.67(Ft.) Elevation difference Manning's N = 0.014 No. of pipes Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 5.060(Ft.) Pipe friction loss 3.844(Ft.) 1.50 Minor friction loss 1.214(Ft.) K -factor = Calculated flow rate through pipe(s) 12.759(CFS) Total outflow at this depth = 12.76(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5.50(Ft.)) Pipe length = 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N = 0-014 No. of pipes Given pipe size � 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.060(Ft.) Pipe friction loss 4.604(Ft.) Minor friction loss 1.454(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 13.963(CFS) Total outflow at this depth = 13.96(CFS) CALCULATED OUTFLOW DATA AT DEPTH � 6.00(Ft.)) 0.56(Ft.) pipe length = 224.67(Ft.) Elevation difference Manning's N - 0.014 No. of pipes Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.560(Ft.) Pipe friction loss 4.984(Ft.) 1.50 Minor friction loss 1.574(Ft.) K -factor = Calculated flow rate through pipe(s) 14.528(CFS) Total outflow at this depth = 14.53(CFS) -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) 3 Graph values: III= unit inflow; lo,=outflow at time shown Time Inflow TRACT MAP 16378 Storage Depth 4.1 8.24 12.36 16.48 (Ft.) FLOOD ROUTING (CFS) -------------------------------------------------------------------- (Ac.Ft) 10 -YEAR EVENT 1 0.00 -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) 0.000 Initial basin storage = 0.00 (Ac.Ft) 0.17 Initial basin ------------------------------------------------------ outflow = 0.00 (CFS) 0.02 -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: 0.08 Basin Depth Storage Outflow (S-O-dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.500 0.047 1.768 0.041 0.053 1.500 0.156 8.141 0.128 0.184 2.500 0.291 9.922 0.257 0.325 3.500 0.451 11.429 0.412 0.490 4.500 0.640 12.759 0.596 0.684 5.500 0.861 13.963 0.813 0.909 6.000 1.116 14.528 1.066 1.166 -------------------------------------------------------------------- Hydrograph --------------------------------------------------------------------- 0.67 Detention Basin Routing 0.015 Graph values: III= unit inflow; lo,=outflow at time shown Time Inflow Outflow Storage Depth 4.1 8.24 12.36 16.48 (Ft.) (Hours) (CFS) (CFS) (Ac.Ft) .0 1 0.00 0.083 0.03 0.00 0.000 0 1 1 1 0.01 0.167 0.17 0.02 0.001 0 0.02 0.250 0.41 0.08 0.002 0 0.05 0.333 0.57 0.18 0.005 01 0.08 0.417 0.63 0.27 0.007 01 0.10 0.500 0.65 0.36 0.010 01 0.12 0.583 0.66 0.43 0.011 01 0.14 0.667 0.67 0.48 0.013 01 0.15 0.750 0.67 0.52 0.014 10 0.16 0.833 0.67 0.56 0.015 10 0.16 0.917 0.67 0.58 0.015 10 0.17 1.000 0.67 0.60 0.016 10 1 0.17 1.083 0.67 0.62 0.016 10 1 0.18 1.167 0.67 0.63 0.017 10 1 0.18 1.250 0.68 0.64 0.017 10 1 0.18 1.333 0.68 0.65 0.017 10 0.19 1.417 0.68 0.66 0.017 10 0.19 1.500 0.68 0.66 0.018 10 0.19 1.583 0.68 0.67 0.018 10 0.19 1.667 0.68 0.67 0.018 10 0.19 1.750 0.69 0.67 0.018 10 0.19 1.833 0.69 0.68 0.018 10 0.19 1.917 0.69 0.68 0.018 10 0.19 2.000 0.69 0.68 0.018 10 0.19 2.083 0.69 0.68 0.018 10 0.19 2.167 0.69 0.69 0.018 10 0.19 2.250 0.70 0.69 0.018 10 0.19 2.333 0.70 0.69 0.018 10 0.20 2.417 0.70 0.69 0.018 10 0.20 2.500 0.70 0.69 0.018 10 4 5 TRACT MAP 16378 FL,OOD ROUTING 10 -YEAR EVENT 2.583 0.70 0.69 0.018 10 1 0.20 0.20 2.667 0.70 0.70 0.019 10 1 0.20 2.750 0.71 0.70 0.019 10 1 0.20 2.833 0.71 0.70 0.019 10 1 0.20 2.917 0.71 0.70 0.019 10 0.20 3.000 0.71 0.70 0.019 10 0.20 3.083 0.71 0.71 0.019 10 0.20 3.167 0.71 0.71 0.019 10 0.20 3.250 0.72 0.71 0.019 10 0.20 3.333 0.72 0.71 0.019 10 0.20 3.417 0.72 0.71 0.019 10 0.20 3.500 0.72 0.71 0.019 10 0.20 3.583 0.72 0.72 0.019 10 0.20 3.667 0.73 0.72 0.019 10 0.20 3.750 0.73 0.72 0.019 10 0.20 3.833 0.73 0.72 0.019 10 1 0.20 3.917 0.73 0.72 0.019 10 1 0.21 4.000 0.73 0.73 0.019 10 1 0.21 4.083 0.74 0.73 0.019 10 1 0.21 4.167 0.74 0.73 0.019 10 1 0.21 4.250 0.74 0.73 0.019 10 1 0.21 4.333 0.74 0.73 0.020 10 1 0.21 4.417 0.74 0.74 0.020 10 1 0.21 4.500 0.75 0.74 0.020 10 1 0.21 4.583 0.75 0.74 0.020 10 0.21 4.667 0.75 0.74 0.020 10 0.21 4.750 0.75 0.74 0.020 10 0.21 4.833 0.75 0.75 0.020 10 0.21 4.917 0.76 0.75 0.020 10 0.21 5.000 0.76 0.75 0.020 10 0.21 5.083 0.76 0.75 0.020 10 0.21 5.167 0.76 0.76 0.020 10 0.21 5.250 0.77 0.76 0.020 10 0.21 5.333 0.77 0.76 0.020 10 0.22 5.417 0.77 0.76 0.020 10 0.22 5.500 0.77 0.76 0.020 10 0.22 5.583 0.78 0.77 0.020 10 0.22 5.667 0.78 0.77 0.020 10 0.22 5.750 0.78 0.77 0.021 10 0.22 5.833 0.78 0.77 0.021 10 0.22 5.917 0.79 0.78 0.021 10 1 0.22 6.000 0.79 0.78 0.021 10 1 0.22 6.083 0.79 0.78 0.021 10 1 0.22 6.167 0.79 0.78 0.021 10 0.22 6.250 0.80 0.79 0.021 10 0.22 6.333 0.80 0.79 0.021 10 0.22 6.417 0.80 0.79 0.021 10 0.22 6.500 0.80 0.79 0.021 10 0.23 6.583 0.81 0.80 0.021 10 0.23 6.667 0.81 0.80 0.021 10 0.23 6.750 0.81 0.80 0.021 10 0.23 6.833 0.82 0.80 0.021 10 0.23 6.917 0.82 0.81 0.021 10 0.23 7.000 0.82 0.81 0.022 10 0.23 7.083 0.82 0.81 0.022 10 0.23 7.167 0.83 0.82 0.022 10 0.23 7.250 0.83 0.82 0.022 10 5 6 TRACT MAP 16378 FLADOD ROUTING 10 -YEAR EVENT 7.333 0.83 0.82 0.022 10 1 0.23 7.417 0.84 0.83 0.022 10 0.23 7.500 0.84 0.83 0.022 10 0.23 7.583 0.84 0.83 0.022 10 0.24 7.667 0.85 0.83 0.022 10 0.24 7.750 0.85 0.84 0.022 10 0.24 7.833 0.85 0.84 0.022 10 0.24 7.917 0.86 0.84 0.022 10 0.24 8.000 0.86 0.85 0.023 10 0.24 8.083 0.86 0.85 0.023 10 0.24 8.167 0.87 0.85 0.023 10 0.24 8.250 0.87 0.86 0.023 10 1 0.24 8.333 0.87 0.86 0.023 10 0.24 8.417 0.88 0.86 0.023 10 0.24 8.500 0.88 0.87 0.023 10 0.25 8.583 0.89 0.87 0.023 10 0.25 8.667 0.89 0.88 0.023 10 0.25 8.750 0.89 0.88 0.023 10 1 0.25 8.833 0.90 0.88 0.023 10 1 0.25 8.917 0.90 0.89 0.024 10 0.25 9.000 0.91 0.89 0.024 10 0.25 9.083 0.91 0.90 0.024 10 0.25 9.167 0.91 0.90 0.024 10 0.25 9.250 0.92 0.90 0.024 10 0.26 9.333 0.92 0.91 0.024 10 0.26 9.417 0.93 0.91 0.024 10 0.26 9.500 0.93 0.92 0.024 10 0.26 9.583 0.94 0.92 0.024 10 0.26 9.667 0.94 0.92 0.025 10 0.26 9.750 0.95 0.93 0.025 10 1 0.26 9.833 0.95 0.93 0.025 10 1 0.26 9.917 0.96 0.94 0.025 10 0.27 10.000 0.96 0.94 0.025 10 0.27 10.083 0.97 0.95 0.025 10 0.27 10.167 0.97 0.95 0.025 10 0.27 10.250 0.98 0.96 0.025 10 0.27 10.333 0.98 0.96 0.026 10 0.27 10.417 0.99 0.97 0.026 10 0.27 10.500 1.00 0.97 0.026 10 0.28 10.583 1.00 0.98 0.026 10 0.28 10.667 1.01 0.99 0.026 10 0.28 10.750 1.01 0.99 0.026 10 0.28 10.833 1.02 1.00 0.026 10 0.28 10.917 1.03 1.00 0.027 10 0.28 11.000 1.03 1.01 0.027 101 0.29 11.083 1.04 1.02 0.027 JOI 0.29 11.167 1.05 1.02 0.027 101 0.29 0.29 11.250 1.05 1.03 0.027 JOI 0.29 11.333 1.06 1.03 0.027 1 0 0.29 11.417 1.07 1.04 0.028 0 1 0.30 11.500 1.07 1.05 0.028 0 0.30 11.583 1.08 1.06 0.028 0 0.30 11.667 1.09 1.06 0.028 0 0.30 11.750 1.10 1.07 0.028 1 0 0.30 11.833 1.11 1.08 0.029 0 0.31 11.917 1.12 1.09 0.029 0 0.31 12.000 1.12 1.09 0.029 1 0 6 TRACT MAP 16378 0 0 0 1 I 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.32 0.32 0.32 0.33 0.33 0.33 0.34 0.34 0.35 0.35 0.36 0.36 0.37 0.37 0.38 0.39 0.39 0.40 0.41 0.42 0.43 0.44 0.45 0.46 0.47 0.48 0.50 0.51 0.52 0.53 0.54 0.54 0.54 0.55 0.58 0.62 0.74 1.05 1.53 1.81 1.82 1.63 1.36 1. 11 0.93 FLOOD ROUTING 10 -YEAR EVENT 12.083 1.13 1.10 0.029 1 0 1 12.167 1.11 1.11 0.029 1 0 1 12.250 1.08 1.10 0.029 1 0 1 12.333 1.06 1.10 0.029 1 0 1 12.417 1.06 1.09 0.029 1 0 1 12.500 1.07 1.08 0.029 1 0 1 12.583 1.08 1.08 0.029 1 0 1 12.667 1.09 1.08 0.029 1 0 1 12.750 1.10 1.09 0.029 1 0 1 12.833 1.12 1.09 0.029 1 0 1 12.917 1.13 1.10 0.029 1 0 1 13.000 1.14 1.11 0.029 1 0 1 13.083 1.16 1.12 0.030 1 0 1 13.167 1.17 1.13 0.030 1 0 1 13.250 1.19 1.14 0.030 1 0 1 13.333 1.20 1.15 0.031 1 0 1 13.417 1.22 1.17 0.031 1 0 1 13.500 1.23 1.18 0.031 1 0 1 13.583 1.25 1.19 0.032 1 0 1 13.667 1.27 1.21 0.032 1 0 1 13.750 1.29 1.23 0.033 1 0 1 13.833 1.31 1.24 0.033 1 0 13.917 1.33 1.26 0.034 1 0 14.000 1.35 1.28 0.034 1 0 1 14.083 1.38 1.30 0.035 1 0 1 14.167 1.40 1.32 0.035 1 0 1 14.250 1.43 1.34 0.036 1 0 1 14.333 1.46 1.37 0.036 1 0 1 14.417 1.49 1.39 0.037 1 0 1 14.500 1.52 1.42 0.038 1 0 1 14.583 1.56 1.44 0.038 1 01 1 14.667 1.59 1.47 0.039 1 01 1 14.750 1.63 1.51 0.040 1 01 1 14.833 1.68 1.54 0.041 1 01 1 14.917 1.73 1.58 0.042 1 0 1 15.000 1.78 1.62 0.043 1 0 1 15.083 1.84 1.66 0.044 1 0 1 15.167 1.90 1.71 0.045 1 0 1 15.250 1.97 1.76 0.047 1 0 1 15.333 2.05 1.84 0.048 1 0 1 15.417 2.12 1.92 0.050 1 01 1 15.500 2.10 1.99 0.051 1 01 1 15.583 2.00 2.01 0.051 1 0 1 15.667 2.01 2.01 0.051 1 0 1 15.750 2.15 2.03 0.051 1 01 1 15.833 2.39 2.11 0.053 1 0 1 15.917 2.77 2.27 0.056 1 oi 1 16.000 3.51 2.56 0.061 1 0 1 1 16.083 6.03 3.30 0.073 1 0 1 1 16.167 12.39 5.28 0.107 1 1 0 16.250 16.48 8.19 0.160 1 1 16.333 11.57 8.70 0.198 1 1 16.417 6.03 8.71 0.199 1 1 1 16.500 3.48 8.37 0.173 1 1 1 16.583 2.61 7.22 0.140 1 1 1 16.667 2.42 5.65 0.113 1 1 1 0 16.750 2.01 4.50 0.094 1 1 0 7 0 0 0 1 I 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.32 0.32 0.32 0.33 0.33 0.33 0.34 0.34 0.35 0.35 0.36 0.36 0.37 0.37 0.38 0.39 0.39 0.40 0.41 0.42 0.43 0.44 0.45 0.46 0.47 0.48 0.50 0.51 0.52 0.53 0.54 0.54 0.54 0.55 0.58 0.62 0.74 1.05 1.53 1.81 1.82 1.63 1.36 1. 11 0.93 8 TRACT MAP 16378 FLOOD ROUTING 10 -YEAR EVENT 16.833 1.87 3.64 0.079 1 1 01 1 1 0.79 16.917 1.76 3.03 0.069 1 0 0.70 17.000 1.66 2.59 0.061 1 0 0.63 17.083 1.58 2.26 0.055 1 10 1 0.58 17.167 --1.51 2.02 0.051 1 10 0.54 17.250 1.45 1.84 0.048 1 10 0.51 17.333 1.39 1.72 0.046 1 10 0.49 17.417 1.34 1.64 0.044 1 10 0.46 17.500 1.30 1.57 0.042 1 10 0.44 17.583 1.26 1.50 0.040 1 0 0.42 17.667 1.23 1.44 0.038 1 0 1 1 1 1 0.41 17.750 1.19 1.39 0.037 1 0 1 1 1 1 0.39 17.833 1.16 1.34 0.036 1 0 1 1 1 1 0.38 17.917 1.14 1.30 0.034 1 0 1 1 1 1 0.37 18.000 1.11 1.26 0.033 1 0 1 1 1 1 0.36 18.083 1.09 1.22 0.032 1 0 1 1 1 1 0.35 18.167 1.09 1.19 0.032 1 0 1 1 1 1 0.34 18.250 1.11 1.17 0.031 1 0 1 1 1 1 0.33 18.333 1.12 1.16 0.031 1 0 1 1 1 1 0.33 18.417 1.11 1.15 0.031 1 0 1 1 1 1 0.33 18.500 1.10 1.14 0.030 1 0 1 1 1 1 0.32 18.583 1.09 1.13 0.030 1 0 1 1 1 1 0.32 18.667 1.07 1.12 0.030 1 0 1 1 1 1 0.32 18.750 1.06 1.11 0.029 1 0 1 1 1 1 0.31 18.833 1.04 1.09 0.029 1 0 1 1 1 1 0.31 18.917 1.03 1.08 0.029 110 1 1 1 1 0.31 19.000 1.02 1.07 0.028 JI0 I I 1 1 0.30 19.083 1.00 1.05 0.028 JI0 I I 1 0.30 19.167 0.99 1.04 0.028 JI0 I 1 0.29 19.250 0.98 1.03 0.027 10 1 0.29 19.333 0.97 1.02 0.027 10 1 0.29 19.417 0.96 1.00 0.027 10 1 1 1 1 0.28 19.500 0.95 0.99 0.026 10 1 1 1 1 0.28 19.583 0.94 0.98 0.026 10 1 1 1 1 0.28 19.667 0.93 0.97 0.026 10 1 1 1 1 0.27 19.750 0.92 0.96 0.026 10 1 1 1 1 0.27 19.833 0.91 0.95 0.025 10 1 1 1 1 0.27 19.917 0.90 0.94 0.025 10 1 1 1 1 0.27 20.000 0.90 0.93 0.025 10 1 1 1 1 0.26 20.083 0.89 0.92 0.025 10 1 1 1 1 0.26 20.167 0.88 0.91 0.024 10 1 1 1 1 0.26 20.250 0.87 0.91 0.024 10 1 1 1 1 0.26 20.333 0.87 0.90 0.024 10 1 1 1 1 0.25 20.417 0.86 0.89 0.024 10 1 0.25 20.500 0.85 0.88 0.023 10 1 0.25 20.583 0.84 0.87 0.023 10 1 0.25 20.667 0.84 0.87 0.023 10 1 1 1 1 0.24 20.750 0.83 0.86 0.023 10 1 1 1 1 0.24 20.833 0.83 0.85 0.023 10 1 1 1 1 0.24 20.917 0.82 0.85 0.022 10 1 1 1 1 0.24 21.000 0.81 0.84 0.022 10 1 1 1 1 0.24 21.083 0.81 0.83 0.022 10 1 1 1 1 0.24 21.167 0.80 0.83 0.022 10 1 1 1 1 0.23 21.250 0.80 0.82 0.022 10 1 1 1 1 0.23 21.333 0.79 0.81 0.022 10 1 0.23 21.417 0.79 0.81 0.021 10 1 0.23 21.500 0.78 0.80 0.021 10 1 0.23 8 Remaining water in basin = 0.00 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals 299 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 8.710 (CFS) Total volume = 2.315 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 TRACT MAP 16378 FLOOD ROUTING 10-YFAR EVENT 21.583 0.78 0.80 0.021 10 1 0.23 21.667 0.77 0.79 0.021 10 1 0.22 21.750 0.77 0.79 0.021 10 1 0.22 21.833 0.76 0.78 0.021 10 1 0.22 21.917 0.76 0.78 0.021 10 1 0.22 22.000 0.75 0.77 0.021 10 1 1 0.22 22.083 0.75 0.77 0.020 10 1 0.22 22.167 0.74 0.76 0.020 10 1 0.22 22.250 0.74 0.76 0.020 10 1 0.21 22.333 0.74 0.75 0.020 10 1 0.21 22.417 0.73 0.75 0.020 10 1 0.21 22.500 0.73 0.74 0.020 10 1 0.21 22.583 0.72 0.74 0.020 10 1 0.21 22.667 0.72 0.74 0.020 10 1 0.21 22.750 0.72 0.73 0.019 10 1 0.21 22.833 0.71 0.73 0.019 10 1 0.21 22.917 0.71 0.72 0.019 10 1 0.20 23.000 0.71 0.72 0.019 10 1 1 0.20 23.083 0.70 0.72 0.019 10 1 0.20 23.167 0.70 0.71 0.019 10 1 0.20 23.250 0.70 0.71 0.019 10 1 0.20 23.333 0.69 0.71 0.019 10 1 0.20 23.417 0.69 0.70 0.019 10 1 0.20 23.500 0.69 0.70 0.019 10 1 0.20 23.583 0.68 0.70 0.018 10 1 0.20 23.667 0.68 0.69 0.018 10 1 0.20 23.750 0.68 0.69 0.018 10 1 0.19 23.833 0.67 0.69 0.018 10 1 0.19 23.917 0.67 0.68 0.018 10 1 1 0.19 24.000 0.67 0.68 0.018 10 0.19 24.083 0.64 0.67 0.018 10 0.19 24.167 0.50 0.65 0.017 10 0.18 24.250 0.25 0.59 0.016 10 0.17 24.333 0.09 0.49 0.013 0 0.14 24.417 0.03 0.39 0.010 0 0.11 24.500 0.01 0.31 0.008 0 1 1 0.09 24.583 0.01 0.24 0.006 0 1 0.07 24.667 0.00 0.18 0.005 0 1 0.05 24.750 0.00 0.14 0.004 0 1 0.04 24.833 0.00 0.11 0.003 0 0.03 24.917 0.00 0.08 0.002 0 0.02 Remaining water in basin = 0.00 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals 299 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 8.710 (CFS) Total volume = 2.315 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 TRACT M" 16378 FLOOD ROUTING 25 -YEAR EVENT FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 09/25/05 City of Fontana - Tract Map 16378 25 -year study Program License Serial Number 4034 -------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: unit25.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 21.137 (CFS) Total volume = 3.043 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 I TRACT MAP 16378 FLOOD ROUTING 25 -YEAR EVENT ...................................................................... Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = 0.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) Calculated individual pipe flow 1.768(CFS) Normal flow depth in pipe 7.50(In.) Flow top width inside pipe 17.75(In.) Critical Depth = 0.50(Ft.) Calculated flow rate through pipe(s) 1.768(CFS) Total outflow at this depth = 1.77(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 1.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 2.060(Ft.) Pipe friction loss 1.565(Ft.) Minor friction loss 0.494(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 8.141(CFS) Total outflow at this depth = 8.14(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 3.060(Ft.) Pipe friction loss 2.325(Ft.) Minor friction loss 0.734(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 9.922(CFS) Total outflow at this depth = 9.92(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 3.50(Ft.)) Pipe length = 224.67(Ft.) Elevation difference 0.56(Ft.) 2 TRACT MAP 16378 FLOOD ROUTING 25 -YEAR EVENT Manning',s N = 0.014 No. of pipes Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 4.060(Ft.) Pipe friction loss 3.085(Ft.) Minor friction loss 0.974(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 11.429(CFS) Total outflow at this depth = 11.43(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 4.50(Ft.)) Pipe length = 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N = 0.014 No. of pipes Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 5.060(Ft.) Pipe friction loss 3.844(Ft.) Minor friction loss 1.214(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 12.759(CFS) Total outflow at this depth = 12.76(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes Given pipe size 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.060(Ft.) Pipe friction loss 4.604(Ft.) Minor friction loss 1.454(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 13.963(CFS) Total outflow at this depth = 13.96(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 6.00(Ft.)) Pipe length = 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N = 0.014 No. of pipes Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.560(Ft.) Pipe friction loss 4.984(Ft.) Minor friction loss 1.574(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 14.528(CFS) Total outflow at this depth = 14.53(CFS) -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin 0.00(Ft.) Graph values: III= unit inflow; '01=outflow at time shown Time Inflow TRACT MAP 16378 Storage Depth FLOOD ROUTING (CFS) -------------------------------------------------------------------- (Ac.Ft) 25 -YEAR EVENT 5.3 10.57 15.85 21.14 (Ft.) -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) 0.000 Initial basin storage = 0.00 (Ac.Ft) 0.25 Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) 1 1 1 1 0.01 -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: 0.59 Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.500 0.047 1.768 0.041 0.053 1.500 0.156 8.141 0.128 0.184 2.500 0.291 9.922 0.257 0.325 3.500 0.451 11.429 0.412 0.490 4.500 0.640 12.759 0.596 0.684 5.500 0.861 13.963 0.813 0.909 6.000 1.116 14.528 1.066 1.166 -------------------------------------------------------------------- Hydrograph --------------------------------------------------------------------- Detention Basin Routing 0.93 Graph values: III= unit inflow; '01=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 5.3 10.57 15.85 21.14 (Ft.) 0.083 0.04 0.00 0.000 0 1 1 1 1 0.00 0.167 0.25 0.04 0.001 0 1 1 1 1 0.01 0.250 0.59 0.12 0.003 0 1 1 1 1 0.04 0.333 0.81 0.26 0.007 01 0.07 0.417 0.89 0.39 0.010 01 0.11 0.500 0.91 0.51 0.014 01 0.14 0.583 0.92 0.60 0.016 01 0.17 0.667 0.93 0.68 0.018 10 0.19 0.750 0.93 0.73 0.020 10 0.21 0.833 0.93 0.78 0.021 10 0.22 0.917 0.94 0.82 0.022 10 0.23 1.000 0.94 0.84 0.022 10 0.24 1.083 0.94 0.87 0.023 10 0.24 1.167 0.94 0.88 0.023 10 1 0.25 1.250 0.94 0.90 0.024 10 1 0.25 1.333 0.94 0.91 0.024 10 1 0.26 1.417 0.95 0.92 0.024 10 1 0.26 1.500 0.95 0.92 0.025 10 1 0.26 1.583 0.95 0.93 0.025 10 1 0.26 1.667 0.95 0.93 0.025 10 1 0.26 1.750 0.95 0.94 0.025 10 0.27 1.833 0.96 0.94 0.025 10 0.27 1.917 0.96 0.95 0.025 10 0.27 2.000 0.96 0.95 0.025 10 0.27 2.083 0.96 0.95 0.025 10 0.27 2.167 0.96 0.95 0.025 10 0.27 2.250 0.97 0.96 0.025 10 0.27 2.333 0.97 0.96 0.026 10 0.27 2.417 0.97 0.96 0.026 10 0.27 2.500 0.97 0.96 0.026 10 0.27 4 2.583 0.98 0.97 2.667 0.98 0.97 2.750 0.98 0.97 2.833 0.98 0.97 2.917 0.98 0.98 3.000 0.99 0.98 3.083 0.99 0.98 3.167 0.99 0.98 3.250 0.99 0.98 3.333 1.00 0.99 3.417 1.00 0.99 3.500 1.00 0.99 3.583 1.00 0.99 3.667 1.01 1.00 3.750 1.01 1.00 3.833 1.01 1.00 3.917 1.01 1.00 4.000 1.02 1.01 4.083 1.02 1.01 4.167 1.02 1.01 4.250 1.02 1.01 4.333 1.03 1.02 4.417 1.03 1.02 4.500 1.03 1.02 4.583 1.03 1.02 4.667 1.04 1.03 4.750 1.04 1.03 4.833 1.04 1.03 4.917 1.04 1.03 5.000 1.05 1.04 5.083 1.05 1.04 5.167 1.05 1.04 5.250 1.06 1.05 5.333 1.06 1.05 5.417 1.06 1.05 5.500 1.07 1.05 5.583 1.07 1.06 5.667 1.07 1.06 5.750 1.07 1.06 5.833 1.08 1.07 5.917 1.08 1.07 6.000 1.08 1.07 6.083 1.09 1.08 6.167 1.09 1.08 6.250 1.09 1.08 6.333 1.10 1.08 6.417 1.10 1.09 6.500 1.10 1.09 6.583 1.11 1.09 6.667 1.11 1.10 6.750 1.11 1.10 6.833 1.12 1.10 6.917 1.12 1.11 7.000 1.13 1.11 7.083 1.13 1.12 7.167 1.13 1.12 7.250 1.14 1.12 TRACT MAP 16378 FLOOD ROUTING 25 -YEAR EVENT 0.026 10 1 0.27 0.026 10 1 0.27 0.026 10 0.27 0.026 10 0.28 0.026 10 0.28 0.026 10 0.28 0.026 10 0.28 0.026 10 0.28 0.026 10 0.28 0.026 10 1 0.28 0.026 10 0.28 0.026 10 0.28 0.026 10 0.28 0.026 10 0.28 0.027 10 0.28 0.027 10 0.28 0.027 10 0.28 0.027 10 1 0.28 0.027 10 1 0.29 0.027 10 1 0.29 0.027 10 1 0.29 0.027 10 1 0.29 0.027 10 1 0.29 0.027 10 1 0.29 0.027 10 1 0.29 0.027 10 0.29 0.027 10 0.29 0.027 10 0.29 0.027 10 0.29 0.028 10 0.29 0.028 10 0.29 0.028 10 0.29 0.028 10 0.30 0.028 10 0.30 0.028 10 0.30 0.028 10 0.30 0.028 10 0.30 0.028 10 0.30 0.028 10 0.30 0.028 10 0.30 0.028 10 1 0.30 0.028 10 1 0.30 0.029 10 1 0.30 0.029 10 1 0.30 0.029 10 0.31 0.029 10 0.31 0.029 10 0.31 0.029 10 0.31 0.029 10 0.31 0.029 10 0.31 0.029 10 0.31 0.029 10 0.31 0.029 10 0.31 0.030 10 0.31 0.030 10 0.32 0.030 10 0.32 0.030 10 0.32 5 7.333 1.14 1.13 7.417 1.14 1.13 7.500 1.15 1.13 7.583 1.15 1.14 7.667 1.16 1.14 7.750 1.16 1.15 7.833 1.16 1.15 7.917 1.17 1.15 8.000 1.17 1.16 8.083 1.18 1.16 8.167 1.18 1.17 8.250 1.19 1.17 8.333 1.19 1.17 8.417 1.20 1.18 8.500 1.20 1.18 8.583 1.21 1.19 8.667 1.21 1.19 8.750 1.22 1.20 8.833 1.22 1.20 8.917 1.23 1.21 9.000 1.23 1.21 9.083 1.24 1.22 9.167 1.24 1.22 9.250 1.25 1.23 9.333 1.25 1.23 9.417 1.26 1.24 9.500 1.26 1.24 9.583 1.27 1.25 9.667 1.27 1.25 9.750 1.28 1.26 9.833 1.29 1.26 9.917 1.29 1.27 10.000 1.30 1.28 10.083 1.31 1.28 10.167 1.31 1.29 10.250 1.32 1.29 10.333 1.33 1.30 10.417 1.33 1.31 10.500 1.34 1.31 10.583 1.35 1.32 10.667 1.35 1.33 10.750 1.36 1.33 10.833 1.37 1.34 10.917 1.38 1.35 11.000 1.38 1.36 11.083 1.39 1.36 11.167 1.40 1.37 11.250 1.41 1.38 11.333 1.42 1.39 11.417 1.43 1.39 11.500 1.44 1.40 11.583 1.45 1.41 11.667 1.45 1.42 11.750 1.46 1.43 11.833 1.47 1.44 11.917 1.49 1.45 12.000 1.50 1.46 TRACT MAP 10 FLA)OD ROUT] 25 -YEAR EVE] 0.030 10 0.030 10 0.030 10 0.030 10 0.030 10 0.030 10 0.031 10 0.031 10 0.031 10 0.031 10 0.031 10 0.031 10 0.031 10 0.031 10 0.031 10 0.032 10 0.032 10 0.032 10 0.032 10 0.032 10 0.032 10 0.032 10 0.032 10 0.033 10 0.033 10 0.033 10 0.033 10 0.033 10 0.033 10 0.033 10 0.034 10 0.034 10 0.034 10 0.034 10 0.034 10 0.034 10 0.035 101 0.035 101 0.035 101 0.035 101 0.035 1 0 0.035 1 0 0.036 1 0 0.036 1 0 0.036 1 0 0.036 1 0 0.036 1 0 0.037 1 0 0.037 1 0 0.037 1 0 0.037 1 0 0.038 1 0 0.038 1 0 0.038 1 0 0.038 1 0 0.038 1 0 0.039 1 0 6 378 NG 4T 0.32 0.32 0.32 0.32 0.32 0.32 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.36 0.36 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 0.37 0.38 0.38 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.39 0.40 0.40 0.40 0.40 0.41 0.41 0.41 TRACT MAP 16378 FLOOD ROUTING 7 0 0 0 0 1 0 1 0 1 0.41 0.42 0.41 0.40 0.40 0.39 0.39 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.40 0.40 0.41 0.41 0.42 0.42 0.43 0.43 0.44 0.45 0.45 0.46 0.47 0.48 0.49 0.49 0.50 0.51 0.52 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.60 0.61 0.62 0.62 0.62 0.64 0.68 0.74 0.91 1.33 1.91 2.34 2.39 2.19 1.91 1.63 1.34 25 -YEAR EVENT 12.083 1.50 1.47 0.039 1 0 1 12.167 1.45 1.47 0.039 1 0 1 12.250 1.37 1.45 0.039 1 0 1 12.333 1.32 1.43 0.038 110 1 12.417 1.31 1.40 0.037 JI0 12.500 1.32 1.38 0.037 JI0 12.583 1.33 1.37 0.036 1 0 1 12.667 1.34 1.36 0.036 1 0 1 12.750 1.36 1.36 0.036 1 0 1 12.833 1.37 1.36 0.036 1 0 1 12.917 1.39 1.36 0.036 1 0 1 13.000 1.40 1.37 0.036 1 0 1 13.083 1.42 1.38 0.037 1 0 1 13.167 1.44 1.39 0.037 1 0 1 13.250 1.46 1.41 0.037 1 0 1 13.333 1.48 1.42 0.038 1 0 1 13.417 1.50 1.44 0.038 1 0 1 13.500 1.52 1.45 0.039 1 0 1 13.583 1.54 1.47 0.039 1 0 1 13.667 1.57 1.49 0.040 1 0 1 13.750 1.59 1.51 0.040 1 0 1 13.833 1.62 1.53 0.041 1 0 1 13.917 1.64 1.55 0.041 1 0 1 14.000 1.67 1.58 0.042 1 0 1 14.083 1.70 1.60 0.043 1 0 1 14.167 1.73 1.63 0.043 1 0 1 14.250 1.77 1.66 0.044 1 0 1 14.333 1.80 1.69 0.045 1 0 1 14.417 1.84 1.72 0.046 1 0 1 14.500 1.88 1.75 0.047 1 0 1 14.583 1.93 1.79 0.047 1 0 1 14.667 1.97 1.85 0.048 1 0 1 14.750 2.02 1.90 0.049 1 01 1 14.833 2.08 1.95 0.050 1 01 1 14.917 2.14 2.00 0.051 1 0 1 15.000 2.21 2.06 0.052 1 0 1 15.083 2.28 2.12 0.053 1 0 1 15.167 2.36 2.19 0.054 1 0 1 15.250 2.45 2.26 0.055 1 0 1 15.333 2.56 2.34 0.057 1 0 1 15.417 2.65 2.43 0.058 1 01 1 15.500 2.62 2.50 0.059 1 0 1 15.583 2.51 2.52 0.060 1 0 1 15.667 2.54 2.52 0.060 1 0 1 15.750 2.73 2.56 0.061 1 01 1 15.833 3.05 2.67 0.062 1 0 1 15.917 3.57 2.89 0.066 1 oi 1 16.000 4.70 3.31 0.073 1 0 il 16.083 8.24 4.37 0.091 1 0 1 16.167 16.48 7.05 0.137 1 1 0 16.250 21.14 8.88 0.212 1 1 16.333 14.02 9.64 0.269 1 1 16.417 7.17 9.72 0.276 1 1 1 16.500 4.13 9.37 0.249 1 1 1 16.583 3.23 8.87 0.211 1 1 1 16.667 2.94 8.37 0.173 1 1 1 16.750 2.49 7.12 0.139 1 1 1 0 7 0 0 0 0 1 0 1 0 1 0.41 0.42 0.41 0.40 0.40 0.39 0.39 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.40 0.40 0.41 0.41 0.42 0.42 0.43 0.43 0.44 0.45 0.45 0.46 0.47 0.48 0.49 0.49 0.50 0.51 0.52 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.60 0.61 0.62 0.62 0.62 0.64 0.68 0.74 0.91 1.33 1.91 2.34 2.39 2.19 1.91 1.63 1.34 8 TRACT MAP 16378 FLOOD ROUTING 25 -YEAR EVENT 16.833 2.31 5.54 0.112 1 0 1.09 16.917 2.17 4.43 0.093 1 0 0.92 17.000 2.05 3.65 0.079 1 0 0.80 17.083 1.94 3.10 0.070 1 1 0 1 0.71 17.167 1.86 2.70 0.063 1 1 0 0.65 17.250 1.78 2.40 0.058 1 10 0.60 17.333 1.71 2.18 0.054 1 10 0.56 17.417 1.65 2.01 0.051 1 10 0.54 17.500 1.60 1.88 0.049 0 0.52 17.583 1.55 1.78 0.047 0 0.50 17.667 1.50 1.72 0.046 0 0.49 17.750 1.46 1.66 0.044 0 0.47 17.833 1.43 1.61 0.043 0 0.46 17.917 1.39 1.57 0.042 0 0.44 18.000 1.36 1.52 0.040 0 0.43 18.083 1.34 1.48 0.039 0 0.42 18.167 1.37 1.45 0.039 0 0.41 18.250 1.44 1.44 0.038 0 0.41 18.333 1.48 1.45 0.038 0 0.41 18.417 1.48 1.45 0.039 0 0.41 18.500 1.46 1.46 0.039 1 0 0.41 18.583 1.45 1.46 0.039 1 0 0.41 18.667 1.43 1.45 0.039 1 0 0.41 18.750 1.41 1.45 0.038 1 0 0.41 18.833 1.39 1.44 0.038 1 0 1 0.41 18.917 1.38 1.42 0.038 1 0 1 0.40 19.000 1.36 1.41 0.038 1 0 1 0.40 19.083 1.35 1.40 0.037 1 0 1 0.40 19.167 1.33 1.39 0.037 1 0 1 0.39 19.250 1.32 1.37 0.036 110 0.39 19.333 1.31 1.36 0.036 110 0.38 19.417 1.29 1.35 0.036 JI0 0.38 19.500 1.28 1.33 0.035 110 1 0.38 19.583 1.27 1.32 0.035 10 1 0.37 19.667 1.26 1.31 0.035 10 1 0.37 19.750 1.25 1.29 0.034 10 1 0.37 19.833 1.24 1.28 0.034 10 0.36 19.917 1.23 1.27 0.034 10 0.36 20.000 1.22 1.26 0.033 10 1 0.36 20.083 1.21 1.25 0.033 10 1 0.35 20.167 1.20 1.24 0.033 10 1 0.35 20.250 1.19 1.23 0.033 10 1 0.35 20.333 1.18 1.22 0.032 10 1 0.34 20.417 1.17 1.21 0.032 10 1 0.34 20.500 1.16 1.20 0.032 10 1 0.34 20.583 1.15 1.19 0.032 10 1 0.34 20.667 1.15 1.18 0.031 10 1 0.33 20.750 1.14 1.17 0.031 10 1 0.33 20.833 1.13 1.16 0.031 10 0.33 20.917 1.12 1.15 0.031 10 0.33 21.000 1.12 1.15 0.030 10 0.32 21.083 1.11 1.14 0.030 10 0.32 21.167 1.10 1.13 0.030 10 0.32 21.250 1.09 1.12 0.030 10 0.32 21.333 1.09 1.12 0.030 10 0.32 21.417 1.08 1.11 0.029 10 0.31 21.500 1.08 1.10 0.029 10 0.31 8 ****************************HYDROGRAPH DATA**************************** Number of intervals = 300 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 9.719 (CFS) Total volume = 3.041 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 9 TRACT MAP 16378 FLOOD ROUTING 25 -YEAR EVENT 21.583 1.07 1.09 0.029 10 1 0.31 21.667 1.06 1.09 0.029 10 1 0.31 21.750 1.06 1.08 0.029 10 1 0.31 21.833 1.05 1.08 0.029 10 1 0.30 21.917 1.05 1.07 0.028 10 0.30 22.000 1.04 1.06 0.028 10 0.30 22.083 1.03 1.06 0.028 10 0.30 22.167 1.03 1.05 0.028 10 0.30 22.250 1.02 1.05 0.028 10 0.30 22.333 1.02 1.04 0.028 10 0.29 22.417 1.01 1.03 0.027 10 1 0.29 22.500 1.01 1.03 0.027 10 1 0.29 22.583 1.00 1.02 0.027 10 1 0.29 22.667 1.00 1.02 0.027 10 1 0.29 22.750 0.99 1.01 0.027 10 1 0.29 22.833 0.99 1.01 0.027 10 1 0.29 22.917 0.98 1.00 0.027 10 1 0.28 23.000 0.98 1.00 0.027 10 0.28 23.083 0.98 0.99 0.026 10 0.28 23.167 0.97 0.99 0.026 10 1 0.28 23.250 0.97 0.98 0.026 10 1 0.28 23.333 0.96 0.98 0.026 10 1 1 0.28 23.417 0.96 0.98 0.026 10 1 0.28 23.500 0.96 0.97 0.026 10 1 0.27 23.583 0.95 0.97 0.026 10 1 0.27 23.667 0.95 0.96 0.026 10 1 0.27 23.750 0.94 0.96 0.025 10 1 0.27 23.833 0.94 0.96 0.025 10 1 0.27 23.917 0.94 0.95 0.025 10 0.27 24.000 0.93 0.95 0.025 10 0.27 24.083 0.89 0.94 0.025 10 0.27 24.167 0.68 0.90 0.024 10 0.26 24.250 0.33 0.81 0.022 10 0.23 24.333 0.12 0.68 0.018 10 0.19 24.417 0.04 0.54 0.014 0 0.15 24.500 0.01 0.42 0.011 0 0.12 24.583 0.01 0.33 0.009 0 0.09 24.667 0.00 0.25 0.007 0 0.07 24.750 0.00 0.19 0.005 0 0.06 24.833 0.00 0.15 0.004 0 0.04 24.917 0.00 0.12 0.003 0 0.03 25.000 0.00 0.09 0.002 0 0.03 Remaining water in basin 0.00 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 300 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 9.719 (CFS) Total volume = 3.041 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 9 TRACT MLAP 16378 FLOOD ROUTING 100 -YEAR EVENT FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004 Study date: 09/25/05 City of Fontana - Tract Map 16378 100 -year study Program License Serial Number 4034 -------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: unitlOO.rte ****************************HYDROGP,APH DATA**************************** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 29.252 (CFS) Total volume = 5.121 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 I TRACT M" 16378 FLOOD ROUTING 100 -YEAR EVENT ...................................................................... Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = 0.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) Calculated individual pipe flow 1.768(CFS) Normal flow depth in pipe 7.50(In.) Flow top width inside pipe 17.75(In.) Critical Depth = 0.50(Ft.) Calculated flow rate through pipe(s) 1.768(CFS) Total outflow at this depth = 1.77(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 1.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 2.060(Ft.) Pipe friction loss 1.565(Ft.) Minor friction loss 0.494(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 8.141(CFS) Total outflow at this depth 8.14(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 3.060(Ft.) Pipe friction loss 2.325(Ft.) Minor friction loss 0.734(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 9.922(CFS) Total outflow at this depth 9.92(CFS) CALCULATED OUTFLOW DATA AT DEPTH 3.50(Ft.)) Pipe length = 224.67(Ft.) Elevation difference 0.56(Ft.) 2 TRACT KAP 16378 FLOOD ROUTING 100 -YEAR EVENT Manning's N = 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 4.060(Ft.) Pipe friction loss 3.085(Ft.) Minor friction loss 0.974(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 11.429(CFS) Total outflow at this depth = 11.43(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 4.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 5.060(Ft.) Pipe friction loss 3.844(Ft.) Minor friction loss 1.214(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 12.759(CFS) Total outflow at this depth = 12.76(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5.50(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.060(Ft.) Pipe friction loss 4.604(Ft.) Minor friction loss 1.454(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 13.963(CFS) Total outflow at this depth = 13.96(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 6.00(Ft.)) Pipe length 224.67(Ft.) Elevation difference 0.56(Ft.) Manning's N 0.014 No. of pipes = 1 Given pipe size = 18.00(In.) NOTE: Assuming free outlet flow. NOTE: Normal flow is pressure flow. The total friction loss through the pipe is 6.560(Ft.) Pipe friction loss 4.984(Ft.) Minor friction loss 1.574(Ft.) K -factor 1.50 Calculated flow rate through pipe(s) 14.528(CFS) Total outflow at this depth = 14.53(CFS) -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) 3 Graph values: 'I'= unit inflow; '0'=outflow at time shown Time Inflow TRACT M" 16378 Storage Depth FLOOD ROUTING (CFS) -------------------------------------------------------------------- (Ac.Ft) 100 -YEAR EVENT 7.3 14.63 21.94 29.25 (Ft.) -------------------------------------------------------------------- Initial basin depth 0.00 (Ft.) 0.000 Initial basin storage = 0.00 (Ac.Ft) 0.48 Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) 1 1 1 1 0.02 -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: 0.24 Basin Depth Storage Outflow (S-0-dt/2) (S+O-dt/2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 01 0.000 0.000 0.000 0.000 0.000 0.500 0.047 1.768 0.041 0.053 1.500 0.156 8.141 0.128 0.184 2.500 0.291 9.922 0.257 0.325 3.500 0.451 11.429 0.412 0.490 4.500 0.640 12.759 0.596 0.684 5.500 0.861 13.963 0.813 0.909 6.000 1.116 14.528 1.066 1.166 -------------------------------------------------------------------- Hydrograph --------------------------------------------------------------------- Detention Basin Routing 0.038 Graph values: 'I'= unit inflow; '0'=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 7.3 14.63 21.94 29.25 (Ft.) 0.083 0.07 0.01 0.000 0 1 1 1 1 0.00 0.167 0.48 0.07 0.002 0 1 1 1 1 0.02 0.250 1.13 0.24 0.006 01 0.07 0.333 1.50 0.49 0.013 01 0.14 0.417 1.63 0.73 0.019 01 0.21 0.500 1.67 0.94 0.025 10 0.27 0.583 1.69 1.11 0.030 10 1 1 1 1 0.31 0.667 1.70 1.25 0.033 10 1 1 1 1 0.35 0.750 1.70 1.35 0.036 10 1 1 1 1 0.38 0.833 1.70 1.43 0.038 10 1 1 1 1 0.40 0.917 1.71 1.49 0.040 10 1 1 1 1 0.42 1.000 1.71 1.54 0.041 10 1 1 1 1 0.44 1.083 1.71 1.58 0.042 10 1 1 1 1 0.45 1.167 1.72 1.61 0.043 10 1 1 1 1 0.46 1.250 1.72 1.64 0.043 10 1 1 1 1 0.46 1.333 1.72 1.66 0.044 10 1 1 1 1 0.47 1.417 1.73 1.67 0.044 10 1 1 1 1 0.47 1.500 1.73 1.68 0.045 10 1 0.48 1.583 1.73 1.69 0.045 10 1 1 1 1 0.48 1.667 1.73 1.70 0.045 10 1 1 1 1 0.48 1.750 1.74 1.71 0.045 10 1 1 1 1 0.48 1.833 1.74 1.72 0.046 10 1 1 1 1 0.49 1.917 1.74 1.72 0.046 10 1 1 1 1 0.49 2.000 1.75 1.73 0.046 10 1 1 1 1 0.49 2.083 1.75 1.73 0.046 10 1 1 0.49 2.167 1.75 1.74 0.046 10 1 1 0.49 2.250 1.76 1.74 0.046 10 1 1 1 1 0.49 2.333 1.76 1.75 0.046 10 1 1 1 1 0.49 2.417 1.77 1.75 0.047 10 1 1 1 1 0.49 2.500 1.77 1.75 0.047 10 1 1 0.50 4 5 TRACT MAP 16378 FLOOD ROUTING 100-YFAR EVENT 2.583 1.77 1.76 0.047 10 1 1 0.50 2.667 1.78 1.76 0.047 10 1 1 0.50 2.750 1.78 1.77 0.047 10 1 1 0.50 2.833 1.78 1.77 0.047 10 1 1 0.50 2.917 1.79 1.77 0.047 10 1 1 0.50 3.000 1.79 1.78 0.047 10 1 1 0.50 3.083 1.79 1.78 0.047 10 1 1 0.50 3.167 1.80 1.79 0.047 10 1 1 0.50 3.250 1.80 1.79 0.047 10 1 1 0.50 3.333 1.81 1.80 0.047 10 1 1 0.50 3.417 1.81 1.80 0.048 10 1 1 0.50 3.500 1.81 1.80 0.048 10 1 1 0.51 3.583 1.82 1.81 0.048 10 1 1 0.51 3.667 1.82 1.81 0.048 10 1 1 0.51 3.750 1.83 1.82 0.048 10 1 1 0.51 3.833 1.83 1.82 0.048 JOI 0.51 3.917 1.83 1.82 0.048 JOI 0.51 4.000 1.84 1.83 0.048 JOI 0.51 4.083 1.84 1.83 0.048 1 0 0.51 4.167 1.85 1.84 0.048 1 0 0.51 4.250 1.85 1.84 0.048 1 0 1 0.51 4.333 1.85 1.84 0.048 1 0 1 0.51 4.417 1.86 1.85 0.048 1 0 1 0.51 4.500 1.86 1.85 0.048 1 0 1 0.51 4.583 1.87 1.86 0.049 1 0 1 0.51 4.667 1.87 1.86 0.049 1 0 1 0.51 4.750 1.88 1.87 0.049 1 0 1 1 1 1 0.52 4.833 1.88 1.87 0.049 1 0 1 1 1 1 0.52 4.917 1.89 1.87 0.049 1 0 1 1 1 1 0.52 5.000 1.89 1.88 0.049 1 0 1 1 1 1 0.52 5.083 1.89 1.88 0.049 1 0 1 1 1 1 0.52 5.167 1.90 1.89 0.049 1 0 1 1 1 1 0.52 5.250 1.90 1.89 0.049 1 0 1 1 1 1 0.52 5.333 1.91 1.90 0.049 1 0 1 1 1 1 0.52 5.417 1.91 1.90 0.049 1 0 1 1 1 1 0.52 5.500 1.92 1.91 0.049 1 0 1 1 1 1 0.52 5.583 1.92 1.91 0.049 1 0 1 1 1 1 0.52 5.667 1.93 1.92 0.050 1 0 1 1 1 1 0.52 5.750 1.93 1.92 0.050 1 0 1 1 1 1 0.52 5.833 1.94 1.93 0.050 1 0 1 1 1 1 0.52 5.917 1.94 1.93 0.050 1 0 1 1 1 1 0.53 6.000 1.95 1.94 0.050 1 0 1 1 1 1 0.53 6.083 1.95 1.94 0.050 1 0 1 1 1 1 0.53 6.167 1.96 1.95 0.050 1 0 1 1 1 1 0.53 6.250 1.96 1.95 0.050 1 0 1 1 1 1 0.53 6.333 1.97 1.96 0.050 1 0 1 1 1 1 0.53 6.417 1.98 1.96 0.050 1 0 1 1 1 1 0.53 6.500 1.98 1.97 0.050 1 0 1 1 1 1 0.53 6.583 1.99 1.97 0.051 1 0 1 1 1 1 0.53 6.667 1.99 1.98 0.051 1 0 1 0.53 6.750 2.00 1.98 0.051 1 0 1 0.53 6.833 2.00 1.99 0.051 1 0 1 0.53 6.917 2.01 2.00 0.051 1 0 1 0.54 7.000 2.02 2.00 0.051 1 0 1 0.54 7.083 2.02 2.01 0.051 1 0 0.54 7.167 2.03 2.01 0.051 1 0 0.54 7.250 2.03 2.02 0.051 1 0 0.54 5 6 TRACT MAP 16378 FLOOD ROUTING 100 -YEAR EVENT 7.333 2.04 2.03 0.051 1 0 1 1 1 1 0.54 7.417 2.05 2.03 0.051 1 0 0.54 7.500 2.05 2.04 0.052 0 0.54 7.583 2.06 2.04 0.052 0 0.54 7.667 2.07 2.05 0.052 0 0.54 7.750 2.07 2.06 0.052 0 0.55 7.833 2.08 2.06 0.052 0 1 1 1 1 0.55 7.917 2.09 2.07 0.052 0 0.55 8.000 2.09 2.08 0.052 0 0.55 8.083 2.10 2.08 0.052 0 0.55 8.167 2.11 2.09 0.053 0 0.55 8.250 2.11 2.10 0.053 0 0.55 8.333 2.12 2.10 0.053 1 0 1 1 1 1 0.55 8.417 2.13 2.11 0.053 1 0 1 1 1 1 0.55 8.500 2.14 2.12 0.053 1 0 1 1 1 1 0.55 8.583 2.14 2.13 0.053 1 0 1 1 1 1 0.56 8.667 2.15 2.13 0.053 1 0 1 1 1 1 0.56 8.750 2.16 2.14 0.053 1 0 1 1 1 1 0.56 8.833 2.17 2.15 0.054 1 0 1 1 1 1 0.56 8.917 2.18 2.16 0.054 1 0 1 1 1 1 0.56 9.000 2.18 2.16 0.054 1 0 1 1 1 1 0.56 9.083 2.19 2.17 0.054 1 0 1 1 1 1 0.56 9.167 2.20 2.18 0.054 1 0 1 1 1 1 0.56 9.250 2.21 2.19 0.054 1 0 1 1 1 1 0.57 9.333 2.22 2.20 0.054 1 0 1 1 1 1 0.57 9.417 2.23 2.21 0.054 1 0 1 1 1 1 0.57 9.500 2.24 2.21 0.055 1 0 1 1 1 1 0.57 9.583 2.25 2.22 0.055 1 0 1 1 1 1 0.57 9.667 2.25 2.23 0.055 1 0 1 1 1 1 0.57 9.750 2.26 2.24 0.055 1 0 1 1 1 1 0.57 9.833 2.27 2.25 0.055 1 0 1 1 1 1 0.58 9.917 2.28 2.26 0.055 1 0 1 0.58 10.000 2.29 2.27 0.056 1 0 1 0.58 10.083 2.30 2.28 0.056 1 0 1 0.58 10.167 2.31 2.29 0.056 1 0 1 0.58 10.250 2.32 2.30 0.056 1 0 1 0.58 10.333 2.34 2.31 0.056 1 0 1 1 1 1 0.58 10.417 2.35 2.32 0.056 1 0 1 1 1 1 0.59 10.500 2.36 2.33 0.057 1 0 1 1 1 1 0.59 10.583 2.37 2.34 0.057 1 0 0.59 10.667 2.38 2.35 0.057 1 0 0.59 10.750 2.39 2.36 0.057 1 0 0.59 10.833 2.40 2.38 0.057 1 0 0.60 10.917 2.42 2.39 0.058 1 0 0.60 11.000 2.43 2.40 0.058 1 0 0.60 11.083 2.44 2.41 0.058 1 0 0.60 11.167 2.46 2.42 0.058 1 0 0.60 11.250 2.47 2.44 0.058 1 0 1 1 1 1 0.60 11.333 2.48 2.45 0.059 1 0 1 1 1 1 0.61 11.417 2.50 2.46 0.059 1 0 1 1 1 1 0.61 11.500 2.51 2.48 0.059 0 1 1 1 1 0.61 11.583 2.53 2.49 0.059 0 1 1 1 1 0.61 11.667 2.54 2.50 0.060 0 0.62 11.750 2.56 2.52 0.060 0 0.62 11.833 2.57 2.53 0.060 1 0 0.62 11.917 2.59 2.55 0.060 1 0 0.62 12.000 2.60 2.57 0.061 1 0 0.63 6 7 I 0.63 0.62 0.61 0.60 0.58 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.58 0.58 0.59 0.59 0.60 0.60 0.61 0.61 0.62 0.63 0.63 0.64 0.65 0.65 0.66 0.67 0.68 0.69 0.70 0.71 0.72 0.74 0.75 0.77 0.78 0.80 0.82 0.85 0.87 0.87 0.88 0.89 0.92 0.98 1.09 1.34 1.89 2.72 3.29 3.44 3.30 3.07 2.83 2.57 TRACT NW 16378 FLOOD ROUTING 100 -YEAR EVENT 12.083 2.60 2.58 0.061 1 0 12.167 2.47 2.56 0.061 1 0 12.250 2.26 2.49 0.059 1 0 12.333 2.14 2.40 0.058 1 0 12.417 2.12 2.31 0.056 0 12.500 2.13 2.25 0.055 0 12.583 2.15 2.21 0.055 0 12.667 2.17 2.19 0.054 0 12.750 2.19 2.19 0.054 0 12.833 2.22 2.19 0.054 1 0 12.917 2.25 2.21 0.055 0 13.000 2.27 2.22 0.055 0 13.083 2.30 2.25 0.055 0 13.167 2.33 2.27 0.056 0 13.250 2.36 2.30 0.056 0 13.333 2.39 2.32 0.056 0 13.417 2.43 2.35 0.057 0 13.500 2.46 2.38 0.058 0 13.583 2.50 2.42 0.058 1 0 13.667 2.54 2.45 0.059 1 0 1 13.750 2.58 2.49 0.059 1 0 1 13.833 2.62 2.53 0.060 1 0 1 13.917 2.67 2.57 0.061 1 0 1 14.000 2.71 2.61 0.061 1 0 1 14.083 2.76 2.65 0.062 1 01 14.167 2.82 2.70 0.063 1 OT 14.250 2.87 2.75 0.064 1 0 14.333 2.93 2.80 0.065 1 0 14.417 3.00 2.86 0.066 1 0 14.500 3.07 2.91 0.067 1 0 14.583 3.14 2.98 0.068 1 0 14.667 3.22 3.04 0.069 0 14.750 3.30 3.12 0.070 0 14.833 3.40 3.19 0.071 0 14.917 3.50 3.28 0.073 0 15.000 3.61 3.37 0.074 0 15.083 3.73 3.47 0.076 1 01 1 15.167 3.87 3.58 0.078 1 01 1 15.250 4.02 3.70 0.080 1 0 1 15.333 4.20 3.84 0.082 1 0 1 15.417 4.35 3.98 0.085 1 0 1 15.500 4.31 4.10 0.087 1 0 1 15.583 4.16 4.14 0.088 1 0 1 15.667 4.24 4.16 0.088 1 0 1 15.750 4.58 4.25 0.089 1 OT I 15.833 5.13 4.45 0.093 1 oi I 15.917 6.00 4.82 0.099 1 oi 1 16.000 7.75 5.51 0.111 1 0 1 16.083 12.70 7.09 0.138 1 01 1 16.167 23.76 8.84 0.209 1 10 16.250 29.25 10.25 0.326 0 16.333 18.96 11.12 0.418 0 16.417 10.04 11.33 0.441 1 0 16.500 6.17 11.13 0.419 0 16.583 5.17 10.79 0.383 0 16.667 4.61 10.42 0.343 1 T 1 0 16.750 4.05 10.03 0.303 1 1 1 0 7 I 0.63 0.62 0.61 0.60 0.58 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.58 0.58 0.59 0.59 0.60 0.60 0.61 0.61 0.62 0.63 0.63 0.64 0.65 0.65 0.66 0.67 0.68 0.69 0.70 0.71 0.72 0.74 0.75 0.77 0.78 0.80 0.82 0.85 0.87 0.87 0.88 0.89 0.92 0.98 1.09 1.34 1.89 2.72 3.29 3.44 3.30 3.07 2.83 2.57 8 TRACT MAP 16378 FLOOD ROUTING 100 -YEAR EVENT 16.833 3.75 9.54 0.262 1 1 1 0 1 1 1 2.29 16.917 3.52 9.03 0.223 1 1 10 1 1 1 2.00 17.000 3.32 8.54 0.186 1 1 10 1 1 1 1.72 17.083 3.15 7.91 0.152 1 1 0 1 1 1 1.46 17.167 3.01 6.29 0.124 1 1 0 1 1 1 1 1.21 17.250 2.88 5.17 0.105 1 1 0 1 1 1 1 1.03 17.333 2.77 4.38 0.092 1 10 1 1 1 1 0.91 17.417 2.67 3.83 0.082 1 1 0 1 1 1 1 0.82 17.500 2.58 3.42 0.075 1 10 1 1 1 0.76 17.583 2.50 3.13 0.070 1 10 1 1 1 0.71 17.667 2.43 2.91 0.066 1 10 1 1 1 0.68 17.750 2.36 2.74 0.064 1 0 1 1 1 1 0.65 17.833 2.30 2.60 0.061 1 0 1 1 1 1 0.63 17.917 2.25 2.49 0.059 1 0 1 1 1 1 0.61 18.000 2.19 2.40 0.058 1 0 1 1 1 1 0.60 18.083 2.17 2.33 0.057 1 0 1 1 1 1 0.59 18.167 2.27 2.29 0.056 1 0 1 1 1 1 0.58 18.250 2.46 2.32 0.056 1 0 1 1 1 1 0.59 18.333 2.56 2.38 0.057 1 0 1 1 1 1 0.60 18.417 2.57 2.44 0.059 1 0 1 1 1 1 0.61 18.500 2.55 2.48 0.059 1 0 1 1 1 1 0.61 18.583 2.52 2.50 0.060 1 0 1 1 1 1 0.61 18.667 2.50 2.50 0.060 1 0 1 1 1 1 0.62 18.750 2.47 2.50 0.059 1 0 1 1 1 1 0.61 18.833 2.44 2.48 0.059 1 0 1 1 1 1 0.61 18.917 2.42 2.47 0.059 1 0 1 1 1 1 0.61 19.000 2.39 2.45 0.059 1 0 1 1 1 1 0.61 19.083 2.37 2.42 0.058 1 0 1 1 1 1 0.60 19.167 2.35 2.40 0.058 1 0 1 1 1 1 0.60 19.250 2.33 2.38 0.057 1 0 1 1 1 1 0.60 19.333 2.30 2.36 0.057 1 0 1 1 1 1 0.59 19.417 2.28 2.34 0.057 1 0 1 1 1 1 0.59 19.500 2.26 2.32 0.056 1 0 1 1 1 1 0.59 19.583 2.25 2.30 0.056 1 0 1 1 1 1 0.58 19.667 2.23 2.28 0.056 1 0 1 1 1 1 0.58 19.750 2.21 2.26 0.055 1 0 1 1 1 1 0.58 19.833 2.19 2.24 0.055 1 0 1 1 1 1 0.57 19.917 2.18 2.22 0.055 1 0 1 1 1 1 0.57 20.000 2.16 2.20 0.054 1 0 1 1 1 1 0.57 20.083 2.14 2.19 0.054 1 0 1 1 1 1 0.57 20.167 2.13 2.17 0.054 1 0 1 1 1 1 0.56 20.250 2.11 2.15 0.054 1 0 1 1 1 1 0.56 20.333 2.10 2.14 0.053 1 0 1 1 1 1 0.56 20.417 22.09 2.12 0.053 1 0 1 1 1 1 0.56 20.500 2.07 2.11 0.053 1 0 1 1 1 1 0.55 20.583 2.06 2.09 0.053 1 0 1 1 1 1 0.55 20.667 2.05 2.08 0.052 1 0 1 1 1 1 0.55 20.750 2.03 2.07 0.052 1 0 1 1 1 1 0.55 20.833 2.02 2.05 0.052 1 0 1 1 1 1 0.54 20.917 2.01 2.04 0.052 1 0 1 1 1 0.54 21.000 2.00 2.03 0.051 1 0 1 1 1 0.54 21.083 1.99 2.02 0.051 1 0 1 1 1 0.54 21.167 1.98 2.00 0.051 1 0 1 1 1 0.54 21.250 1.96 1.99 0.051 1 0 1 1 1 0.54 21.333 1.95 1.98 0.051 1 0 1 1 1 0.53 21.417 1.94 1.97 0.050 1 0 1 1 1 0.53 21.500 1.93 1.96 0.050 1 0 1 1 1 0.53 8 v Remaining water in basin = 0.00 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 302 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 11.331 (CFS) Total volume = 5.119 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 9 TRACT KAP 16378 FLOOD ROUTING 100 -YEAR EVENT 21.583 1.92 1.95 0.050 1 0 1 1 0.53 21.667 1.91 1.94 0.050 1 0 1 1 0.53 21.750 1.90 1.93 0.050 0 1 1 0.53 21.833 1.89 1.92 0.050 0 0.52 21.917 1.89 1.91 0.049 0 0.52 22.000 1.88 1.90 0.049 0 0.52 22.083 1.87 1.89 0.049 1 0 0.52 22.167 1.86 1.88 0.049 1 0 0.52 22.250 1.85 1.87 0.049 1 0 0.52 22.333 1.84 1.86 0.049 1 0 1 1 1 1 0.51 22.417 1.83 1.85 0.048 1 0 1 1 1 1 0.51 22.500 1.83 1.85 0.048 110 0.51 22.583 1.82 1.84 0.048 110 0.51 22.667 1.81 1.83 0.048 JI0 0.51 22.750 1.80 1.82 0.048 10 0.51 22.833 1.79 1.81 0.048 10 0.51 22.917 1.79 1.81 0.048 10 0.51 23.000 1.78 1.80 0.048 10 0.50 23.083 1.77 1.79 0.047 10 0.50 23.167 1.77 1.78 0.047 10 0.50 23.250 1.76 1.78 0.047 10 1 0.50 23.333 1.75 1.77 0.047 10 1 0.50 23.417 1.74 1.76 0.047 10 1 0.50 23.500 1.74 1.76 0.047 10 1 1 0.50 23.583 1.73 1.75 0.047 10 1 1 0.50 23.667 1.73 1.75 0.046 10 1 1 0.49 23.750 1.72 1.74 0.046 10 1 1 1 1 0.49 23.833 1.71 1.74 0.046 10 1 1 1 1 0.49 23.917 1.71 1.73 0.046 10 1 0.49 24.000 1.70 1.72 0.046 10 1 1 1 1 0.49 24.083 1.62 1.71 0.045 10 1 1 0.48 24.167 1.21 1.64 0.044 10 1 1 0.46 24.250 0.56 1.47 0.039 10 0.41 24.333 0.19 1.22 0.032 10 0.34 24.417 0.06 0.97 0.026 10 0.27 24.500 0.02 0.75 0.020 0 0.21 24.583 0.01 0.58 0.016 0 0.17 24.667 0.00 0.45 0.012 0 0.13 24.750 0.00 0.35 0.009 0 0.10 24.833 0.00 0.27 0.007 0 0.08 24.917 0.00 0.21 0.005 0 0.06 25.000 0.00 0.16 0.004 0 0.04 25.083 0.00 0.12 0.003 0 1 1 1 1 0.03 25.167 0.00 0.09 0.003 0 1 1 1 1 0.03 v Remaining water in basin = 0.00 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 302 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 11.331 (CFS) Total volume = 5.119 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 9 TRACT MAP 16378 FLOOD ROUTING 100 -YEAR EVENT Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 10 FILE: LINE-A-100.WSW W S P G W - EDIT LISTING - Version 12.99 Date:10-20-2005 Time: 1:56:33 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) 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 4 1 2.000 CD 2 4 1 2.000 CD 3 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - CITY OF FONTANA HEADING LINE No 2 IS - TRACT MAP 13678 HEADING LINE No 3 IS - LINE -A 100 -YEAR EVENT 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 .000 60.050 1 63.440 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 32.950 60.380 1 .011 .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 40.140 60.660 3 2 0 .011 7.150 .000 60.880 .000 90.000 .000 RADIUS ANGLE 4.577 90.000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 90.910 61.170 3 .011 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 90.910 61.170 3 61.170 FILE: LINE-A-100.WSW W S P G W - CIVILDESIGN Version 12.99 PAGE 1 Program Package License Serial Number: 1230 WATER SURFACE PROFILE LISTING Date:10-20-2005 Time: 1:54:21 CITY OF FIDNTANA TRACT MAP 13678 LINZ-A 100 -YEAR EVENT I invert I Depth I Water I Q I Vel Vel I Energy I Super lCriticaliFlow ToplHeight/lEase Wtj INO Wth Station I Elev I (FT) I Blev I (CFS) I (FPS) Head I Grd.Zl.I Zlev I Depth I Width IDIa.-FTIor I.D.1 ZL jPrs/Pip L/Zlem ICh Slope I I I I SF Ave[ HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IT -Am Ch .000 60.050 3.390 63.440 13.83 4.40 .30 63.74 .00 1.34 .00 2.000 .000 .00 1 .0 32.950 .0100 .0027 .09 3.39 .00 1.02 .011 .00 .00 PIPE 32.950 60.380 3.148 63.528 13.83 4.40 .30 63.83 .00 1.34 .00 2.000 .000 .00 1 .0 JUNCT STR .0389 .0017 .01 .00 .00 .011 .00 .00 PIPE 40.140 60.660 3.341 64.001 6.68 2.13 .07 64.07 .00 .92 .00 2.000 .000 .00 1 .0 50.770 .0100 .0006 .03 3.34 .00 .68 .011 .00 .00 PIPE 90.910 61.170 2.863 64.033 6.68 2.13 .07 64.10 .00 .92 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- N 0 T Z S 1. GLOSSARY I - INVERT ELEVATION C - CRITICAL DEPTH W - WATER SURFACE ELEVATION S - SUPER-ELZVATION B - HEIGHT OF CHANNEL E - ENERGY GRADE LINE X CURVES CROSSING OVER B BRIDGE ENTRANCE OR EXIT Y WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BZ PLOTTED EXACTLY FILE: LINE-B.WSW W S P G W - EDIT LISTING - Version 12.99 Date: 9-25-2005 Time: 2:15:28 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) 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 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - CITY OF FONTANA HEADING LINE No 2 IS - TRACT MAP 16378 HEADING LINE NO 3 IS - LINE "B" W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV .000 60.000 1 63.440 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 55.000 61.100 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 55.000 61.100 1 61.100 FILE: LINE-B.WSW W S P G W - CIVILDESIGN Version 12.99 PAGE I Program Package License Serial Number: 1230 WATER SURFACE PROFILE LISTING Dats:10-20-2005 Time: 2:11:21 CITY OF FONTANA TRACT MAP 16378 LINZ-B 100 YEAR EVENT invert Depth Water Val Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.Zl.I Elev I Depth I Width IDia.-FTIor I.D.1 21, IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch .000 60.000 3.440 63.440 14.31 4.56 .32 63.76 .00 1.36 .00 2.000 .000 .00 1 .0 55.000 .0200 .0029 .16 3.44 .00 .85 .011 .00 .00 PIPE I I I I I I I I I I I 1 1 55.000 61.100 2.498 63.598 14.31 4.56 .32 63.92 .00 1.36 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- FILE: LINE-CA.WSW W S P G W EDIT LISTING - Version 12.99 Date:10-20-2005 Time: 3:42:32 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) 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 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT MAP 16378 HEADING LINE NO 2 IS - LINE C -100 YEAR HEADING LINE No 3 IS - 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 .000 58.810 1 60.310 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 143.370 59.170 1 .011 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 214.060 59.340 1 .011 45.003 -90.000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 224.670 59.370 1 .011 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 224.670 59.370 1 59.370 FILE: LINE-CA.WSW W S P G W - CIVILDESIGN Version 12.99 PAGE 1 Focus Engineering, Inc., Irvine, CA Serial Number: 1230 WATER SURFACE PROFILE LISTING Date:10-20-2005 Time: 3:36:45 TRACT MAP 16378 LINE C -100 YEAR Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Zlev I Depth I Width IDia.-FTIor I.D.1 ZL lPre/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch .000 58.810 1.500 60.310 11.33 6.41 .64 60.95 .00 1.29 .00 1.500 .000 .00 1 .0 143.370 .0025 .0083 1.19 1.50 .00 1.50 .011 .00 .00 PIPE 143.370 59.170 2.334 61.504 11.33 6.41 .64 62.14 .00 1.29 .00 1.500 .000 .00 1 .0 70.690 .0024 .0083 .59 .00 .00 1.50 .011 .00 .00 PIPE 214.060 59.340 2.881 62.221 11.33 6.41 .64 62.86 .00 1.29 .00 1.500 .000 .00 1 .0 10.610 .0028 .0083 .09 2.88 .00 1.50 .011 .00 .00 PIPE 224.670 59.370 2.939 62.309 11.33 6.41 .64 62.95 .00 1.29 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- N 0 T E S 1. GLOSSARY I - INVERT ELEVATION C - CRITICAL DEPTH W - WATER SURFAJCE ELEVATION S SUPER-ELZVATION H HEIGHT OF CHANNEL E ENERGY GRADE LINE X CURVES CROSSING OVER B BRIDGE ENTRANCE OR EXIT Y WAIJ, ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY FILE: LINE-C-25.WSW W S P G W EDIT LISTING - Version 12.99 Date:10-20-2005 Time: 3:46:27 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) 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 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - CITY OF FONTANA HEADING LINE No 2 IS - TRACT MAP 13678 HEADING LINE No 3 IS - LINE -C 25 -YEAR EVENT 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 .000 58.810 1 58.810 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 143.370 59.170 1 .011 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 214.060 59.340 1 .011 45.003 -90.000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 224.670 59.370 1 .011 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 224.670 59.370 1 59.370 FILE: LINE-C-25.WSW W S P G W CIVILDESIGN Version 12.99 PAGE 1 Program Package License Serial Number: 1230 WATER SURFACE PROFILE LISTING Date:10-20-2005 Time: 2:27:29 CITY OF FONTANA TRACT MAP 13678 LINE -c 25 -YEAR EVENT Invert I Depth I Water I Q Vol Vel I Energy I Super JCriticaljFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.21.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL jPr*/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthjFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch .000 58.810 1.203 60.013 9.72 6.40 .64 60.65 .00 1.20 1.20 1.500 .000 .00 1 .0 1.755 .0025 .0061 .01 1.20 1.00 1.50 .011 .00 .00 PIPE 1.755 58.814 1.267 60.082 9.72 6.10 .58 60.66 .00 1.20 1.09 1.500 .000 .00 1 .0 8.207 .0025 .0056 .05 1.27 .89 1.50 .011 .00 .00 PIPE 9.961 58.835 1.345 60.180 9.72 5.82 .53 60.71 .00 1.20 .91 1.500 .000 .00 1 .0 21.856 .0025 .0054 .12 1.35 .76 1.50 .011 .00 .00 PIPE 31.817 58.890 1.456 60.346 9.72 5.55 .48 60.82 .00 1.20 .51 1.500 .000 .00 1 .0 11.858 .0025 .0056 .07 1.46 .52 1.50 .011 .00 .00 PIPE 43.675 58.920 1.500 60.420 9.72 5.50 .47 60.89 .00 1.20 .00 1.500 .000 .00 1 .0 99.695 .0025 .0059 .59 1.50 .00 1.50 .011 .00 .00 PIPE 143.370 59.170 1.861 61.031 9.72 5.50 .47 61.50 .00 1.20 .00 1.500 .000 .00 1 .0 70.690 .0024 .0061 .43 .00 .00 1.50 .011 .00 .00 PIPE 214.060 59.340 2.218 61.558 9.72 5.50 .47 62.03 .00 1.20 .00 1.500 .000 .00 1 .0 10.610 .0028 .0061 .07 2.22 .00 1.50 .011 .00 .00 PIPE 224.670 -I- 59.370 -I- 2.253 -I- 61.623 9.72 -I- -I- 5.50 -I- .47 -I- 62.09 -I- .00 -I- 1.20 -I- .00 1.500 -I- -I- .000 -I- .00 1 .0 I- FILE: LINE-C-10.WSW W S P G W EDIT LISTING - Version 12.99 Date:10-20-2005 Time: 3:46:56 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) 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 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - CITY OF FONTANA HEADING LINE No 2 IS - TRACT MAP 13678 HEADING LINE No 3 IS - LINE -C 10 -YEAR EVENT 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 .000 58.810 1 58.810 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 143.370 59.170 1 .011 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 214.060 59.340 1 .011 45.003 -90.000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 224.670 59.370 1 .011 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 224.670 59.370 1 59.370 FILE: LINE-C-10.WSW W S P G W - CIVILDESIGN Version 12.99 PAGE 1 Focus Engineering, Inc., Irvine, CA Serial Number: 1230 WATER SURFACE PROFILE LISTING Date:10-20-2005 Time: 3:47:10 CITY OF FONTANA TRACT MAP 13678 LINE -C 10-YRAR EVENT I invert I Depth I Water I Vel Vol I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Zlev I (CFS) I (FPS) Head I Grd.21.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPre/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm, Dp I 'IN" I X-Fallj ZR IType Ch .000 58.810 1.143 59.953 8.71 6.03 .56 60.52 .00 1.14 1.28 1.500 .000 .00 1 .0 1.794 .0025 .0054 .01 1.14 1.00 1.50 .011 .00 .00 PIPE 1.794 58.815 1.199 60.014 8.71 5.75 .51 60.53 .00 1.14 1.20 1.500 .000 .00 1 .0 7.170 .0025 .0049 .04 1.20 .90 1.50 .011 .00 .00 PIPE 8.964 58.833 1.263 60.096 8.71 5.48 .47 60.56 .00 1.14 1.09 1.500 .000 .00 1 .0 17.129 .0025 .0045 .08 1.26 .80 1.50 .011 .00 .00 PIPE 26.093 58.876 1.340 60.216 8.71 5.23 .42 60.64 .00 1.14 .93 1.500 .000 .00 1 .0 37.536 .0025 .0043 .16 1.34 .69 1.50 .011 .00 .00 PIPE 63.628 58.970 1.447 60.417 8.71 4.98 .39 60.80 .00 1.14 .55 1.500 .000 .00 1 .0 22.941 .0025 .0044 .10 1.45 .49 1.50 .011 .00 .00 PIPE 86.569 59.027 1.500 60.527 8.71 4.93 .38 60.90 .00 1.14 .00 1.500 .000 .00 1 .0 56.801 .0025 .0048 .27 1.50 .00 1.50 .011 .00 .00 PIPE 143.370 59.170 1.637 60.807 8.71 4.93 .38 61.18 .00 1.14 .00 1.500 .000 .00 1 .0 70.690 .0024 .0049 .35 .00 .00 1.50 .011 .00 .00 PIPE 214.060 59.340 1.890 61.230 8.71 4.93 .38 61.61 .00 1.14 .00 1.500 .000 .00 1 .0 10.610 .0028 .0049 .05 1.89 .00 1.50 .011 .00 .00 PIPE 224.670 -I- 59.370 -I- 1.913 -I- 61.283 8.71 -I- -I- 4.93 -I- .38 -I- 61.66 .00 -I- -I- 1.14 -I- .00 1.500 -I- -I- .000 -I- .00 1 .0 I- N 0 T Z S 1. GLOSSARY I - INVERT ELEVATION C - CRITICAL DEPTH W - WATER SURFACE ELEVATION S - SUPER-ELZVATION H - HEIGHT OF CHANNEL E - ENERGY GRADE LINE X - CURVES CROSSING OVER B - BRIDGE ENTRANCE OR EXIT Y - MALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY FILE: LINE-C-2.WSW W S P G W EDIT LISTING - Version 12.99 Date:10-20-2005 Time: 3:47:21 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) 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 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - CITY OF FONTANA HEADING LINE NO 2 IS - TRACT MAP 13678 HEADING LINE No 3 IS - LINE -C 2 -YEAR EVENT 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 .000 58.810 1 58.810 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 143.370 59.170 1 .011 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 214.060 59.340 1 .011 45.003 -90.000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 224.670 59.370 1 .011 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 224.670 59.370 1 59.370 N 0 T E S 1 . GLOSSARY I - INVERT ELEVATION C - CRITICAL DEPTH W - WATER SURFACE ELEVATION s - SUPMR-BLEVATION B - HEIGHT Or CHANNEL E ENERGY GRADE LINE X CURVES CROSSING OVER B BRIDGE ENTRANCE OR XXIT Y WALL ENTRANCE OR ZXIT FILE: LINE-C-2.WSW W 8 P G W CIVILDESIGN Version 12.99 PAGE 1 Focus Engineering, Inc., Irvine, CA Serial Number: 1230 WATER SURFACE PROFILE LISTING Date:10-20-2005 Time: 3:47:36 CITY or FONTANA TRACT MAP 13678 LINE -C 2 -YEAR EVENT invert I Depth I Water Vel Val I Energy I Super ICriticalirlow ToplHeight/lBase Wtj jNo Wth Station I Zlev I (FT) I Zlev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL jPre/Pip L/Zlem ICh Slope I I I I SP Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch .000 58.810 .908 59.718 5.55 4.96 .38 60.10 .00 .91 1.47 1.500 .000 .00 1 .0 1.344 .0025 .0041 .01 .91 1.00 1.10 .011 .00 .00 PIPE 1.344 58.813 .945 59.758 5.55 4.73 .35 60.11 .00 .91 1.45 1.500 .000 .00 1 .0 7.765 .0025 .0036 .03 .95 .93 1.10 .011 .00 .00 PIPE 9.109 58.833 .985 59.818 5.55 4.51 .32 60.13 .00 .91 1.42 1.500 .000 .00 1 .0 20.811 .0025 .0032 .07 .99 .85 1.10 .011 .00 .00 PIPE 29.920 58.885 1.028 59.913 5.55 4.30 .29 60.20 .00 .91 1.39 1.500 .000 .00 1 .0 58.645 .0025 .0029 .17 1.03 .79 1.10 .011 .00 .00 PIPE 88.566 59.032 1.074 60.106 5.55 4.10 .26 60.37 .00 .91 1.35 1.500 .000 .00 1 .0 54.804 .0025 .0026 .14 1.07 .72 1.10 .011 .00 .00 PIPE 143.370 59.170 1.089 60.259 5.55 4.04 .25 60.51 .01 .91 1.34 1.500 .000 .00 1 .0 70.690 .0024 .0025 .18 1.10 .70 1.12 .011 .00 .00 PIPE 214.060 59.340 1.108 60.448 5.55 3.96 .24 60.69 .00 .91 1.32 1.500 .000 .00 1 .0 10.610 .0028 .0025 .03 1.11 .68 1.05 .011 .00 .00 PIPE 224.670 -I- 59.370 -I- 1.102 -I- 60.472 5.55 -I- -I- 3.99 -I- .25 -I- 60.72 -I- .00 -I- .91 -I- 1.32 1.500 -I- -I- .000 -I- .00 1 .0 I- N 0 T E S 1 . GLOSSARY I - INVERT ELEVATION C - CRITICAL DEPTH W - WATER SURFACE ELEVATION s - SUPMR-BLEVATION B - HEIGHT Or CHANNEL E ENERGY GRADE LINE X CURVES CROSSING OVER B BRIDGE ENTRANCE OR XXIT Y WALL ENTRANCE OR ZXIT Contracted weirs Equations b (weir width) H (water depth over weir) number of contracted be (effective width) 30.00 ft I 0.501ft 6.00 inches 2.00 29.90 ft Y (water depth behind weir) 6.00 ft C (Coefficient) 0.62 Q (flow rate over weir) 34.89 CFS 5-8 CIVIL ENGINEERING REFERENCE MANUAL A number of investigations have been done to evaluate C1. Perhaps the most widely used is the coefficient formula developed by Rehbock:5 C, = 0.6035+0.0813 ( H ) + 0,000295 + 0.00361 ] 3/2 Y Y H 5.27 If the contractions are not suppressed (i.e., one or both sides do not extend to the channel sides) then the actual width, b, should be replaced with the effective width. beffective � bactual — (0.1)(N)(H) 5.28 N is one if one side is contracted, and N is two if there are two end contractions. A submerged rectangular weir requires a more complex analysis, due to the difficulty in measuring H, and be- cause the discharge depends on both the upstream and downstream depths. The following equation, however, may be used with little difficulty. Qsubmerged � Qfree flow Hdownstream 3/2 0.385 Hupstream ) 1 5.29 Equation 5.29 is used by first finding Q from equation 5.26 and then correcting it with the bracketed quantity. H upstrea downstream Figure 5.8 Triangular Weir A trapezoidal weir is essentially a rectangular weir with a triangular weir on either side. If the angle of the sides from the vertical is approximately 14' (i.e., 1:4 slope) the weir is known as a Cipoletti weir, The discharge from the triangular ends of a Cipoletti weir approxi- mately make up for the contractions that reduce rec- tangular flow. Therefore, no correction is theoretically necessary. The discharge from a Cipoletti weir is given by equation 5.32. Q = 3.367(b)(H )3/2 5.32 Y I I Figure 5.9 Trapezoidal Weir Figure 5.7 Submerged Weir Triangular (V -notch) weirs should be used when small flow rates are to be measured. The flow over a triangu lar weir depends on the notch angle, 0. Q = C2 tan (10) /-2g(H)5/2 5.30 15 2 C2 = 2.48(H)2.411 5.31 Equation 5.25 can also be used for broad -crested weirs (C = 0.5 to 0.57) and ogee spillways (C = 0.60 to 0.75). Example 5.6 A sharp -crested, rectangular weir with two contractions is 21 feet high and 4 feet long. A 4" head exists up- stream from the weir. What is the velocity of approach? H = 4/12 = 0.333 ft 5 There is much variation in how different investigators calculate the discharge coefficient, C1. For ratios of Hlb less than 5, C, = From equation 5.28, N = 2 and the effective width is 0.611 gives a reasonable value. With the questionable accuracy of some of the other variables used in open channel flow problems, beffective = 4 — (0.1) (2) (0.333) = 3.93 the pursuit of greater accuracy is of dubious value. PROFESSIONAL PUBLICATIONS INC. o P.O. Box 199, San Carlos, CA 94070 OPEN CHANNEL FLOW If the channel is divided by an island into two channels (figure 5.5), Q will usually be known. It may be neces- sary to calculate Q, and Q2 in that case, or, if Q, and Q2 are known, it may be necessary to find the slope. B Figure 5.5 Divided Channel Since the drop (ZB — ZA) between points A and B is the same regardless of flow path, S, = ZB ZA 5.21 S2 = ZB ZA 5.22 L2 Once the slopes are known, Q, and Q2 can be found from equation 5.9. The sum of Q, and Q2 will probably not be the same as the given flow quantity, Q. In that case, Q should be prorated according to the ratios of Q, and Q2 to (Q1 + Q2) - If the lengths L, and L2 are the same or almost so, the Chezy-Manning equation may be solved for the slope by writing equation 5.23. Q = Q1 + Q2 = 1.49 Al (rH,l )2,3 + A2 (rH,2 )2/3 V/S �ni n2 1 5.23 - 10 FLOW MEASUREMENT WITH WEIRS A weir is an obstruction in an open channel over which flow occurs. Although a dam spillway is a specific type of weir, most weirs are designed for flow measurement. These weirs consist of a vertical flat plate with sharp- ened edges. Because of their construction. they are called sharp -crested weirs. Sharp -crested weirs are most frequently rectangular, consisting of a straight. horizontal crest. However, weirs may also have trapezoidal and triangular openings. If a rectangular weir is constructed with an opening width less than the channel width, the overfalling liquid sheet (called the nappe) decreases in width as it falls. This contraction of the nappe causes these weirs to be called contracted weirs. although it is the nappe that is actually contracted. If the opening of the weir extends 5-7 the full channel width, the weir is called a suppressed weir, since the contractions are suppressed. b HI Ib -a-d Figure 5.6 Contracted and Suppressed Weirs The derivation of the basic weir equation is not partic- ularly difficult, but it is dependent on many simplifying assumptions. The basic weir equation (equation 5.24 or 5.25) is. therefore, an approximate result requiring correction by the inclusion of experimental coefficients. If it is assumed that the contractions are suppressed, upstream velocity is uniform, flow is laminar over the crest, nappe pressure is zero, the nappe is fully ven- tilated, and viscosity, turbulence, and surface tension effects are negligible, then the following equation may be derived from the Bernoulli equation: Q = � b V/ -2g- H + !1 3/2 _ (VJ2 3/2 5.24 3 2g) 2g) I If vi is negligible, then Q = 2 b V/'2—g (H) 3 / 2 5.25 3 Equation 5.25 must be corrected for all of the assump- tions made. This is done by introducing a coefficient, C1, to account primarily for a non-uniform velocity dis- tribution. Q = 2 (Ci)bV/2g(H)3/2 5.26 3 PROFESSIONAL PUBLICATIONS INC, 0 P.O. Box 199, San Carlos, CA 94070 Diameter (Feet) (In.) Area (Sq.Ft.) Hyd Rad R=D/4 2/3 R 2/3 AR K 1.00 12 0.785 0.250 0.397 0.312 35.84 1.25 15 1.227 0.313 0.460 0.564 64.52 1.50 18 1.766 0.375 0.520 0.918 104.96 1.75 21 2.406 0.438 0.576 1.386 158.43 2.00 24 3.142 0.500 0.630 1.979 226.21 2.25 27 3.976 0.563 0.682 2.712 309.97 2.50 30 4.909 0.625 0.731 3.589 410.20 2.75 33 5.940 0.688 0.779 4.627 529.24 3.00 36 7.068 0.750 0.82� 5.834 666.43 3.25 39 8.295 0.813 0.871 7.223 825.32 3.50 42 9.621 0.875 0.915 8.802 1005.9 3.75 45 11.04 0.938 0.958 10.58 1209.4 4.00 48 12.57 1.00 1.000 12.57 1436.9 4.25 51 14.19 1.06 1.042 14.79 1690.2 4.50 54 15-90 1.13 1.082 17.20 1966.6 4.75 57 17.72 1.19 1.121 19.86 2270.7 5.00 60 15.63 1.23 1 160 22.77 2603.0 5.25 63 21.65 1.31 1:197 25.92 2962.3 5.50 66 23.76 1.38 1.239 29.44 3364.8 5.75 69 25.97 1.44 1.275 33.11 3785.0 6.00 72 28.27 1.50 1.310 37.04 4233.9 6.25 75 30.68 1.56 1.345 41.27 4717.0 6.50 78 33.18 1.63 1.385 45.96 5253.5 6.75 81 35.79 1.69 1.419 50 . 78 5804.6 7.00 84 38.49 1.75 1.452 55.88 6387.6 7.25 87 41.28 1.81 1.485 61.31 7007.8 7.50 90 44.18 1.88 1.523 67.29 7691.4 7.75 93 47.17 1.94 1.556 73.40 8390.5 8.00* 96 50.27 2.00 1.587 79.77 9118.5* 8.25* 99 53.46 2.06 1.619 86.55 9893.0* 8.50* 102 56.75 2.13 1.655 93.91 10735. * 8.75* 105 60.13 2.19 1.686 101.4 11589. * 9.00* 108 63.62 2.25 1.717 109.2 12486. * 9.25* ill 67.20 2.31 1.747 117.4 13420. * 9.50* 114 70.88 2.38 1.782 126.3 14439. * 9.75* 117 74.66 2.44 1.812 135.3 15465. * 10-00* 120 78.54 2.50 1.842 144.7 16537. 10.25* 123 82.59 2.56 1.871 154.4 17649. 10.50* 126 86.59 2.63 1.905 165.0 18856. 10.75* 129 90.76 2.69 1.934 175.5 20065. 11 PjLpt- U.Lcxat�_%� __ - - , ___ gular cross-section in normal use. Q = K(S"2) K 1.486 A (Rw N = U13 N Hydrology/Sedimentation Appendix K-6 Los Angeles County Department of Public Works CONVEYANCE FACTORS FOR CIRCULAR CONCRETE PIPES CONVEY2.TAB June 1993 Page F-32 LEVEE CRITERIA Material and Structural Requirements Rip -Rap Levees (2:1 max. side slopes) (Uncrouted) (Grouted) Can be used only with special District approval - -7 68 -inch 1 -ton (34") 51 -inch 16 2o f.p.s. I Gabion Levees (2:1 side slopes) Levee Thickness Wire Gage (Straight or Rockfill of Baskets Apron Length :Velocities Curved Reach) ities 0 - 7 f-P.s. 12 -inch Baskets 411 - 811 12 ga. 12 feet 8 - 10 f.p.s. 18 -inch Baskets 411 - 811 11 ga. 18 feet I - 21 feet I] - 15 f.p.s. 18 -inch Baskets 417- 811 ga. - l - 4 Gabion levees not permitted where velocities exceed 15 f.p.s. Hyd. Man. Velocities Rock Size (D50 Size) Levee Straight Reach Thickness - T Curved Reach 0 - 7 f-P.S. 50 lb. (10") 15 -inch 20 -inch 7 - 9 f. s.__ TOO lb (12") 18 -inch 24 -inch 10 f.p.s. 150 lb. (15") 23 -inch 30 -inch H f.p.s. 300 lb. (18") 27- , inch 36 -inch 12 f.p.s. 1/4 -ton (2111) 32 -inch 42 -inch 13 f -P -s- 1/2 -ton (27") 41 -inch 4 54 -inch ' 4- i ' ch rn 13 - 15 f -P -s- 1 -ton (3411) 51 -inch c h 68 -inch 8 4E6 - i,, 16 - 175 f.p.s. 2 -ton (43") 65 -inch 8 6 -inch 18 - 20 f.p.s. 4 -ton (54") 81 -inch 108 -inch (Grouted) Can be used only with special District approval - -7 68 -inch 1 -ton (34") 51 -inch 16 2o f.p.s. I Gabion Levees (2:1 side slopes) Levee Thickness Wire Gage (Straight or Rockfill of Baskets Apron Length :Velocities Curved Reach) ities 0 - 7 f-P.s. 12 -inch Baskets 411 - 811 12 ga. 12 feet 8 - 10 f.p.s. 18 -inch Baskets 411 - 811 11 ga. 18 feet I - 21 feet I] - 15 f.p.s. 18 -inch Baskets 417- 811 ga. - l - 4 Gabion levees not permitted where velocities exceed 15 f.p.s. Hyd. Man. LEVEE CRITERIA TYPICAL ROCK RIP -RAP LEVEE SECTIONS A cces s r Page P-35 Note: Case A is to be used unless ground water to U, makes it dilticul,6&0 excovabe below s6-eam N., bed. tit CASE A sereambed T-�� %S" , p - 16 Access 04 lx� T-- Max. flood stage Note: Case B is &0 -be used in lieu of Case A Sy" Igh 9pround /N -)va&er is a probl em. t; V1.1 4�1 CASE B Exi5t. $&.,-eam bed rd 0% II Hyd. Man.