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Falcon Ridge Town Center at Summit - I 15 - Revised
HYDROLOGY STUDY FOR FALCON RIDGE TOWN CENTER SUMMIT AVENUE AT THE 1 -15 FREEWAY FONTANA, CALIFORNIA Prepared for REGENCY CENTERS 555 SOUTH FLOWER STREET SUITE 3500 LOS ANGELES, CA 90071 Prepared By. DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 Project No. 01 -900 June 28, 2002 Revised: August 2, 2002 0 E Lo C C r L HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA TABLE OF CONTENTS SECTION 1.0 NARRATIVE Introduction Project Description Hydrology Methodology Summary SUSMP Compliance SECTION 2.0 HYDROLOGIC INFORMATION SECTION 3.0 EXISTING ON -SITE HYDROLOGY CALCULATIONS EXISTING ON -SITE HYDROLOGY MAP SECTION 4.0 PROPOSED ON -SITE HYDROLOGY CALCULATIONS PROPOSED ON -SITE HYDROLOGY MAP SECTION 5.0 EXISTING OFF -SITE HYDROLOGY CALCULATIONS EXISTING OFF -SITE HYDROLOGY MAP SECTION 6.0 DETENTION BASIN MAP / DETAIL SECTION 7.0 DETENTION BASIN HYDROGRAPHS SECTION 8.0 DETENTION BASIN SIZING / OUTLET REPORTS SECTION 9.0 FLOW THROUGH DETENTION BASIN CALCS 01 -900 Hydrology Report.doc HYDR OLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA pll�! SECTION 1.0 NARRATIVE Introduction Project Description Hydrology Methodology Summary 0 0, P DRC L PR 01 -900 Hydrology Report.doc HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA Introduction The Project Site is located on approximately 39.5 acres of land, at the northeast corner of the intersection of Summit Avenue and Interstate 15, in the City of Fontana, California. The proposed commercial/retail development (Project) and adjacent parcel to the north of the Site will drain via on -site storm drain improvements to a proposed concrete box culvert (see Proposed On- Site Hydrology Map, Section 4.0) that will replace an existing open trapezoidal concrete channel located along Summit Avenue, (see Existing On -Site Hydrology Map, Section 3.0). The proposed concrete box culvert is being installed to allow construction of parking areas and driveways over the channel. Protect Description Existing Site Conditions. The Project Site consists of barren, agricultural land with few trees. The site topography is uniformly sloped from the north to south, with storm water runoff discharging overland into an existing concrete drainage channel, located along the northern right - of -way of Summit Avenue. The existing drainage channel serves a regional watershed that includes the Site property, and flows in a westerly direction. The project site is bordered to the west by Interstate 15, to the east by Lytle Creek Road, to the south by Summit Avenue, and to the north by an undeveloped parcel. The drainage patterns for the adjacent parcel discharge storm water runoff across the Site. oft Proposed Site Development The proposed commercial development includes retail shops, restaurants, asphalt parking lots, and landscaped areas. The entire Project Site drains to on -site catch basins and inlets that will collect runoff and convey the flows to a proposed 9.5 -foot w x 5.5 -foot h, reinforced concrete box. The ultimate discharge point for the proposed reinforced concrete box will be an existing box culvert that conveys flows under the I -15 Freeway, (see Existing On -Site Hydrology Map, Section 3.0) The proposed project on -site storm drain system will be designed to convey the developed site runoff and upstream adjacent parcel runoff in the developed condition. The existing concrete drainage channel along Summit Avenue does not have the required capacity to handle the regional watershed in a developed condition. As part of the City of Fontana Master drainage Plan, the existing concrete drainage channel is going to be replaced with a concrete box culvert to be located under Summit Avenue. This box culvert is in addition to the 9.5 -foot w x 5.5 -foot h box culvert being constructed on the Regency parcel. The future master plan box culvert will be designed to service the regional watershed in the developed condition. In the interim period prior to construction of the Summit Avenue box culvert, developing sites upstream of the existing concrete drainage channel will be required to construct temporary detention basins to reduce developed storm water discharges to rates equal to 90% of existing conditions peak storm water discharge rates. To meet the discharge criteria, three temporary detention basins will be constructed on the adjacent property to the north and be designed to reduce the discharges from the north to levels required by the on -site development. Hydrology Methodology The proposed development storm water analysis will be performed in accordance with the San Bemadino County Hydrology Manual. On -site storm drain facilities and the future Summit DRC A 01 -900 Hydrology Report.doc NJ ':7 0 lr e HYD ROLOGY STUDY FALCON RIDGE TOWN CENTER - FONTANA, CALIFORNIA Avenue box culvert will be designed to handle the 100 -year storm event. In accordance with the San Bernadino County Hydrology Manual Appendix A, Detention Basin Policy and Design, a 2, 10, 25, and 100 year storm event analysis will be performed for the pre and post developed site conditions to size the temporary detention basins. Time of concentration, peak runoff values, and detention basin inflow hydrographs for the site were developed using Advanced Engineering Software's (AES) Rational Method Hydrology Computer Program Package for San Bernadine County. Detention Basin outlet and outflow analysis was performed using Hydraflow for Hydrographs, version 5.0, by Intellisolve. To reduce developed conditions storm water runoff to 90% of the existing condition rates, detention facilities will be utilized to temporarily detain the difference in pre versus post developed runoff rates. Detention facilities will be located off -site on the property to the north of the proposed Site. This area is being used under a license agreement with the upstream property owner for a maximum duration of 5 years. Storm water runoff from the adjacent property to the north will be detained in three separate basins, each receiving runoff from one -third of the 90 acre upstream property, and reduced prior to passing through the proposed commercial Site. The combined reduced detained flows from the adjacent property to the north, and the developed condition un- detained Site flows will discharge into * the proposed 9.5 -foot w x 5.5 -foot h drainage channel at rates equal to or less than 90% of the existing conditions, for the retail site. Design and analysis of proposed drainage and detention facilities will includd the following: First, the determination of the existing and proposed runoff generated from the 39.5 acre Site property. The difference between 90% of the existing rate and proposed rates for the site will determine the detention requirements and reduction of runoff necessary for the "off- site" 90 acre property to the north. Second, existing condition runoff rates for the off -site property will be calculated to determine the inflow into off -site detention basins. Third, detention facilities will be designed to reduce the off -site flow discharge from the off -site detention basins, through the Site. Lastly, the on site and off site flows will be combined to determine total off -site runoff. Summary The proposed Project Site is 39.5 acres. The following table summarizes the results of the Project Site existing conditions analysis, proposed conditions analysis, and required detention. P" D -;o. -t c;tP _ «n„ - QitP" _ Refer to Sections 3.0 and 4.0 for Calculations L� Adjacent Prope «nff_ C;tP" _ R Pfer to Section 5.0 for Calculations Storm Year Storm Year Ex. Conditions Peak Runoff cfs 90% Ex. Conditions Peak Runoff cfs Prop. Conditions Peak Runoff cfs Total Required Storage cfs Individual Basin Storage Ws 2 52.34 47.11 71.34 24.23 8.08 10 74.73 67.26 110.28 43.02 14.34 25 88.70 79.83 128.00 48.17 16.06 100 105.46 1 94.91 1 162.99 1 68.08 1 22.69 L� Adjacent Prope «nff_ C;tP" _ R Pfer to Section 5.0 for Calculations Storm Year Time of Concentration min Total Site Peak Runoff cfs Peak Flow to Each Basin Ws) Allowable Pond Outflow cfs 2 17.71 90.95 30.32 22.24 10 16.68 161.18 53.72 39.38 25 16.38 193.61 64.54 48.48 100 15.91 1 258.52 1 86.17 1 63.48 01 -900 Hydrology Report.doc HYDROLOGY STUDY FALCON RIDGE TOWN CENTER - FONTANA, CALIFORNIA Each of the three detention basins (see Detention Basin Map, Section 6.0) are designed to reduce the peak inflow to levels equal to or less than the allowable outflow. All three basins have the same volume and outlet structure design. The proposed temporary detention basins have been designed in accordance with Appendix A of the San Bernadino Hydrology Manual. The total storage volume for each basin is approximately 85,000 cubic feet. The basins have a maximum water depth of eight feet. Riser outlet structures have been sized for each basin, so that under various storm year events the actual outflow is equal to or lower than the allowable outflow. The outlet structure for each basin consists of a three foot diameter riser with I" diameter drainage holes located at various elevations along the riser. The top of the riser shall remain open with a trash rack installed to prevent large debris form entering the storm drain system. The top of riser elevation has been set to 2.75 feet below the top of basin elevation. Outlet pipes for the risers consist of 36" diameter storm drain pipes. The riser outlets connect to 48" on -site storm drain pipes for basins "A' and `B," that discharge into the on -site storm drain system. The basin "C" riser outlet connects directly to the proposed on -site concrete box culvert. Concrete spillways have been designed at an elevation 1.0 foot below the top of the basin. The water surface elevation for all storm year events including the 100 year storm, are lower than the proposed concrete spillway elevations. The following table is a summary of the inflow and outflow from one of the three basins. Values are equivalent for detention basins "A" and `B." Detention Basins "A" and `B" - Refer to Sections 6.0, 7.0, 8.0 and 9.0 for Illustrations and Calculations P` u u P C 0 Storm Year Basin Peak Inflow cfs Allowable Basin Outflow cfs Basin Peak Outflow cfs Depth of Water in Basin feet Freeboard feet 2 30.32 22.24 17.23 6.97 3.03 10 53.72 39.38 38.33 7.47 2.53 25 64.54 48.48 46.85 7.65 2.35 100 1 86.17 1 63.48 63.97 7.97 1 2.03 Detention Basin "C" - Refer to Sections 6.0, 7.0, 8.0 and 9.0 for Illustrations and Calculations Storm Year Basin Peak Inflow cfs Allowable Basin Outflow cfs Basin Peak Outflow cfs Depth of Water in Basin feet Freeboard feet 2 30.32 22.24 20.42 7.05 2.95 10 53.72 39.38 39.39 7.50 2.50 25 64.54 48.48 48.10 7.68 2.32 100 1 86.17 1 63.48 1 65.55 8.00 2.00 Site Runoff (On -Site + Off -site Storm Year Peak "On- Site" Proposed Runoff cfs Total "Off- Site" Basin Discharge A +B+C cfs "On-Site '+ "Off- Site" Runoff cfs 2 71.34 54.88 126.22 10 110.28 116.05 226.33 25 128.00 141.80 269.80 100 162.99 193.49 356.48 01 -900 Hydrology Report.doc HYDR OLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA n 9 Storm Year 90% Existing "On- Site" Runoff cfs Existing Peak "Off- Site" Runoff cfs Allowable Total Peak Runoff (cfs) Total "On- Site" + "Off- Site" Basin Runoff cfs 2 47.11 90.95 138.06 126.22 10 67.26 161.18 228.44 226.33 25 1 79.83 193.61 273.44 269.80 100 1 94.91 258.52 353.43 356.48 In conclusion, through the incorporation of three off -site detention basins utilized to reduce off - site runoff rates passing through the project site, the total storm water runoff rate meets the allowable runoff rates calculated. In addition, the on -site storm drain systems have been designed to accept drainage from the upstream 90 acres as a developed site using a residential scenario with 4 -5 dwellings per acre (2.6 cfs/acre). If the 90 acres is developed prior to the implementation of the master drainage plan box culvert in Summit Avenue, the 3 detention basins can be enlarged to mitigate the increased storm water flows. The master drainage improvements along Summit Avenue are scheduled to be completed within two years. J Runoff Co m arison 01 -900 Hydrology Report.doc HYDROLO STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA I i L A. SECTION 2.0 HYDROLOGIC INFORMATION LJ 0 Ci 0 C p DRC &-- 01 -900 Hydrology Report.doc U4 1 3 ._ � : L e. I 1z, D - A T I I el - 7 - 7 A 1•- !{ r•i N.. ar wi l... , ,� �'„� • +', k`'• .:\I�'�` ',.i ;, i':ilj��ti_r•�� I. :� 'N N� v t. yi A.. GE 7 - 1, t • . , !77 A t 4 16. A .-"" - -. - IT 7F IV jk .t; " �/ } /). ��1 n . Mirc t:7 "tr t. rt j;t��j.: ''�. +'! 1y� ,P • 5OWffCE,..4KOLD0 1-77 Y MAP ZI h 7 rA. 42 L 'A • r �f + L F r, a(�S..e'n„ J ,I,• .'IS; :1(�'� L`q� •��q+: r • -,.• \' '•'` '(i�. ��,j•" :•+ qi` ,.:j. I• Il e Y •� 'AIi 1t - •' t r �J I + ( - � . \' IT. '�'l..J /t • •1l 't•r: - R ^ ef :'/ - \:�.1:,:', iN- ___•.'..•.: ::._..'s.•i:: ^' _ .1:• % Ze, f S, l L 1 V� I Ir. Q Y T it4l, "s,— f. i c p, kt �1 ,A 4.6 • A r LOO Y- MAP 'T r E 19,n." S� s- & S y ftv Ey - .� : 4 B . Rx A 'A J' jr. .A t A Ti — PA.. F;7, a _Al 75 L. it - J1 jv LL; WZ 73 1 ' J . C-I C-2 SAN BERNARD COUNTY SAN BERNARDINO COUNTY HYDROLOGY MANUAL 1% 7 L. u 4 A INDEX MAP 'F J 4. 4 T. A zill :7. 1. -17 —' Al . 41 V A A LIGE.0 SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION SCALE I.4ep00 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYD ROLO e- G RO U P � ik A A 1 I G IC FOR SOUTHWEST-A AREA C-I C-2 SAN BERNARD COUNTY INDEX MAP 'F J 4. 4 T. A zill :7. 1. -17 —' Al . 41 V A A LIGE.0 SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION SCALE I.4ep00 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYD ROLO e- G RO U P � ik A A 1 I G IC FOR SOUTHWEST-A AREA FW CON P A/� 72W U - ��s C ® /yam e1 . 2�v'i-I j e,-� y ��/ ZO Y O6 r S7Z 3 S� �� aN �,D /l��/ZILkfT� ✓E" L A 2 sc�v /�� c DEp�ra�6 Piv�av ,9cc�/�7►u�� / 7tW / l PETBr7; oAJ 1i4 S/iuS Zj /`SC frldn& - ."Al 6 � ..° ' � / Ly2, IA.W ram ,e4-- ,d J 13px C v4 (/6wr /j) 5 alylyl r Aye . I n D 11 11 - 11 Curve (1) Numbers of Hydroloftic Soil -Cover Complexes For Pervious Areas -AMC 11 Quality Soil Gr Cover Type (3) 2) NATURAL COVERS - Barren 7E 96 91 93 (Rockland, eroded and graded land) Chaparral, Broadleaf Poor 33 70 80 93 (Manzonita, ceanothus and scrub oak) Fair 40 63 73 81 Good 31 37 71 73 Chaparral, Narrowleaf Poor 71 E2 89 91 (Chamise and redshank) Fair 33 72 81 96 Grass, Annual or Perennial Poor 67 7E E6 E9 Fair 30 69 79 E4 Good 33 61 74 90 Meadows or Cienegas Poor 63 77 E3 as (Areas with seasonally high water table, Fair 31 70 90 84 principal vegetation is sod forming grass) Good 30 39 71 73 Open Brush Poor 62 76 94 U (Sof t wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 33 Good 41 63 73 31 Woodland Poor 43 66 77 33 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 30 percent.) Good 23 33 70 77 Woodland, Grass Poor 37 73 E2 96 (Coniferous or broadleaf trees with canopy Fair 44 63 77 32 density from 20 to 30 percent) Good 33 39 72 79 URBAN COVERS Residential or Commercial Landscaping Good 32 36 69 73 (Lawn, shrubs, etc.) Turf Poor 38 74 93 87 (irrigated and mowed grass) Fair 44 63 77 92 Good 33 38 72 79 AGRICULTURAL COVERS - Fallow 77 26 91 94 (Land plowed but not tilled or seeded) SAN BERNARDINO COUNTY CURVE NUMBERS FOR HYDROLOGY MANUAL PERVIOUS AREAS c -6 Figure C -3 0 of 2) t c t c c c c c TABLE C.2. Fm (in /hr) VALUES FOR TYPICAL COVER TYPES SOIL GROUP COVER TYPE 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 DU /AC) 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 0.88 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 a values from Figure C -4 (2) AMC II assumed for all Fm values (3) CN values obtained from Figure C -3 (4) DU /AC= dwelling unit per acre C -16 L.� 1:1Ii In r I L in 1 1019,41 0 1 ME ------ - - - - -- _ " iiii ' �' Ism .... �: 0 ■■ ■ MUSI No ..■.......=fie. 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I 1 I L N R4W I R3 R2W ° RIW — — ' SAN BERNARDINO COUNTY R5W: FLOOD CONTROL' I TRI T T3s REDUCED DRAWING VALLEY. AREA • . ` i' [[ ISOHYETALS SCALE (= A MILES YIO — 10 YEAR 1 HOUR to A ' ' • � I -- + - _ - SED ON U.SO.G, N,O.AA ATLAS 2, 1 _ � I 1a l I I AMIIWEO BY • .R8w , R7w - Rs - HYDROLOGY MANUAL SAN BERNARDINO COUNTY .A /� LE�cEND FL . ............................ . ..............•.••..... / .8 ISO�INES PRECIPITATION (INCHES) GATE SCJILE FILE NO. DItMK' NI � 1982 1'•2 M, wR0•I 3 of 1; 1 J 2 I •- y I ` I i I �" ' �e t • -` - • - a 'r I \ R _ 1 I 1 6 O I ; : ^. ' I I I i 19 I I p q L - i hc.., IDrf - \ s Q P I •Y <- IIrr r I °e - _ �� -- - I� t -* - I' -I- r - - � >s'f ,•, RE IT - ,r -ti I -t- - -I dt• P ° •/ LT �/ ,e f / �) p - — � —. I " I I I LT �- <,,, – •-- �.. Y � I„�' _ _ y ls�' — — / (i 4� - _ I , `'� s �� ~2` q , II I I I ` S;i ., j ; �, I �`• -- -- - ;; JJ Y - - -- - - - - f �s; • °"n -JEP i -tea` a.�^ • ` -- - <r° I / +�L1.9 • i r .y t I I �'� ;i ol zz ! 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I U P L I ' y Q =' I S", AhAA✓ o ) CLAMYCNT •TCLxI - .w •A.•I•- R I A LT O f C , . 1 , 4 ONTA (G C' � I TQq COLT Y �� .. :.a REOLANDS .• > ��« I. T.lS CH 0 -- i �, ' �oi0. - - , -� •. - I' r . _ Loi.ii lINOA - _ _ l- . >t -.a• - _ J. \ ///'''��� !- 2 I ...} ;: ... .. 4r r'.• tT YOII( l�' I ..t • a. .a, - ._ _i "_ - I I �•( 1 . _ OUf GLEN _•. •_ J�- <•' � I 'y BNAN�T[NRACE '' YUCAIIA I � ejt � I I I.S '� - • _ - - - - _ i �• • / q,. f II _ _ ` �� .AN I .EANA GNO OUN T _ • I _ '0.0 <•• .✓, �� R ` I I • I R2 I' . T 21 WE f10E coUNTT _• - • woo Lit R2W 'R I I REDUCED DRAWING . SCALE 1' = 4 MILES C 8 ISOLINES PRECIPITATION • (INCHES) AN BERNARDINO COUNTY UCONTROL DISTRICT'— VALLEY AREA ISOHYETALS YKw -100 YEAR I.-HOUR sASED ON U.I&r- NOM rOW 2, 1913 AfP10VED V rI►l M0 09 NO. M1110-1 4 of 12 I ERSIDE I-- Ste' " I •< ! - - - - I1E01 4 •..• .. j � v.` y Pao -� - ' - -- - ..t _ r _ -_ - ' - _.. R4W R3 I - R 5 T3S — - -- I 5,N c �'' °`:`' ►.4 =�° ' SAN BERNARDINO COUNTY 4A ' 8 w I '•: R w HYDROLOGY MANUAL R2W 'R I I REDUCED DRAWING . SCALE 1' = 4 MILES C 8 ISOLINES PRECIPITATION • (INCHES) AN BERNARDINO COUNTY UCONTROL DISTRICT'— VALLEY AREA ISOHYETALS YKw -100 YEAR I.-HOUR sASED ON U.I&r- NOM rOW 2, 1913 AfP10VED V rI►l M0 09 NO. M1110-1 4 of 12 3.5 3.5 3 3 2.5 2.5 w s v z z = 2 2 CL W O J I.58 Z t.07 (0.92 / 0.5 Q5 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE 1. FOR INTERMEDIATE RETURN PERIODS PLOT 10 —YEAR AND 100 —YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIM FOR EXAMPLE GIVEN IO-YEAR ONE HOUR• 0.99 AND 100 -YEAR CNE HOUR a 1.60, LS -YEAR ONE HOUR ■ 1.16 REFERENCE i N 0 A A ATLAS E, VOLUME =- CAL.,19T3 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 FIGURE 0-2 NZ \:49 — I — — I f — W I I R6 R5 4W Lo r — 4 — — - r-- -- - _ 't I I t - I - '' " - -- — RIW ��;� t 12 I- ' NCi.KRIA ' ,�. 1 1- -. y ,17 -I s L �' °R2E ,k}4N J-- f -- r fi - = 1.4' - +- 7 - - - - - - - -- - - I - - - - I I T a = • I I I , _ y am I 1 i I'• — — - -F- - 4 ' t - / � `t � \6 � I . . 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I I - — — •I — i • ° — i— \ - t �• F I t - -- ou L IEtRNA owo N T2S - - - - • '�4, v ' �• 4.0 I I R2E — -_ - - - .p couNT •I « �� i- RI E I 1 S - •'•+ 3.0 .e ..t t .. =FR -- 1 1 -- Sp ►_ 0 •� I I __ t ._ S <. ' ` SPH R L I I - i — fi - t -- — + - 1 -- - -t- SAN BERNARDINO CQUNTY FLOOD CONTROL D[STRICT \T 3 — ! I I " `°"T REDUCED DRAWING VALLEY AREA 1 B IN - '•� I I I — SCALE I"= 4 MILES 190HYETALS SAN BERNARDINO COUNTY x 2 YEAR 24 HOUR .i a I �- - f - ' - - — - C A - - .T�,o - — BASED ON u.&*P_ NoAA ff AS e, ors I I R 7 R 6 W 1 .Lt�; APPROVED sr HYDROLOGY MANUAL v G .0 ISOLINES P:tECIPITATtON (INCHES) G 0. TE SCALK „LC ,,, olwa N 1962 r.eta wtM 1 : oe 12 If A .! R S w I I R 7 1 I R 6 �- r R 5 + — 4 1 a 1. I' ' - :- -� — VAL LEY Q VAL T4N - - — — — - — - -' IACLAM T•SD i I — ' RIW �. R1 ° '°.• 2 -�' - I- - ! • ! I I I I I -= I I ' ME9PfRIA I 1 �f .S ' - - 1 ..L ' 3.3 _ 1_ I R r T. -1- +- _ _ _ _ _ _ I r • a.0 I I I I I` — T " 4N, . 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I RIV RlIDL COUNT 1 7• , I 1 J , I r - - O • - - �- 1 I ��. 1 - X00 i S.'oo - I - - -- : 1 4 R2W % r `_ _C `i';'' / „'•�•, - -- - ,- - - -- - a.3 -- -+ SAN BERNAR I _ 0 NO . COUNT Y T- BASIN R5W ao F CONTROL- / REDUCED DRAWING .VALLEY - AREA SCALE 1 = 4 MILES ISOHYETi4LS 1 _ t S� N BER NARDINO COUNTY A •-- b0 YEAR 24 HOUR II C A ''�!� 1 BASED ON U.S.D G, 1}DA11 ATLAS 2, 1973 . ! ,js - I- - - - - -- - R 8 ! y APPROVED BY - Io.o� W ' R sw HYDROLOGY MANUAL L ND: FL } ��0ISOLINES PRECIPITATION (INCHES) DATE I SCALE • FILE Na DRwG. N' D -7 FIGURE D -2 n u C C' u i0 n 1� ACTUAL IMPERVIOUS COVER Recommended Value For Average Land Use (1) Range - Percent Conditions - Percent (2) Natural or Agriculture 0 - 0 0 Public Park 10 - 25 15 School 30 - 50 40 Single Family Residential: (3) 2.5 acre lots S - 15 10 1 acre lots 10 - 25 20 2 dwellings /acre 20 - 40 30 3 -4 dwellings /acre 30 - 50 40 5 -7 dwellings /acre 35 - SS 50 8 -10 dwellings /acre 50 - 70 60 More than 10 dwellings /acre 65 - 90 80 Multiple Family Residential: Condominiums 45 - 70 65 Apartments - 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown Business or Industrial 80 - 100 90 u6E As ImpCkvioas Notes: INPt4T INTa AES 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental gravels underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase impervious area S percent over the values recommended in the table above. SAN BERNARDINO COUNTY ACTUAL IMPERVIOUS COVER FOR HYDROLOGY MANUAL DEVELOPED AREAS C -s Fie" C - s H HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA SECTION 3.0 EXISTING ON -SITE HYDROLOGY CALCULAT IONS EXISTING ON -SITE HYDROLOGY MAP 01 -900 Hydrology Report.doc f #RRRffaffaf *f *kfaaf }lfif *ff #f alffRaf a# fRaa 11R 1f 1fiAl11f 1f ff of R #flwfof }af # #f RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 fffRRff#R #1if Rff ♦fff ♦f aR 1f DESCRIPTION OF STUDY * *• * * *• *• * * * aif } •♦ * # * #f * Regency Commercial Property * Existing Conditions Analysis * 2 Year Storm faRR #1f * *f iff *Ri *rrf *fffi*ff * }fa *faf #rfai*f of offal *fRif a * ♦1f # #laf iRf of a * #f FILE NAME: 01900EX2.DAT TIME /DATE OF STUDY: 08:45 06/30/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 2.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.7135 SLOPE OF INTENSITY DURATION CURVE - 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF - CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) = 1 30.0 = 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ff fff }ffiwlff iffflfiffffff rfRlffRif rf Rfff Rfff Rff lffffRf 1f 1f 1ffRf lfflRff }!ff♦ FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE - 21 ---------------------------------------------------------------------------- » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) - 1592.00 DOWNSTREAM(FEET) = 1587.00 Tc - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.141 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.207 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 1.29 0.42 1.00 78 9.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 1.29 PEAK FLOW RATE(CFS) - 2.08 fRffif *111fifRaf #111ffffai *RRRf #*f aRa * *R }af if if of * * }kf a *f }Rfff *aaf i #rlaa * *wR FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<< -- MAINLINE Tc(MIN) - 9.14 --- -_- - -- * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.207 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 11.25 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA AREA(ACRES) - 11.25 SUBAREA RUNOFF(CFS) = 18.13 EFFECTIVE AREA(ACRES) 12.54 AREA- AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 12.54 PEAK FLOW RATE(CFS) = 20.21 1f*ff }1ffRliff }alff ♦ } }fffkaf irflof #fllf iffk of ffrRRf lffrarif if #fftaf FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = lfa# *iff* 51 ---------------------------------------------------------------------------- » >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW « «< » >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ................................................... = ELEVATION DATA: UPSTREAM(FEET) _ 1587 00 DOWNSTREAM(FEET) _= 1572.00 CHANNEL LENGTH THRU SUBAREA(FEET) - 500.00 CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) - 5.00 "Z" FACTOR - 33.000 MANNING'S FACTOR - 0.030 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) - 20.21 FLOW VELOCITY(FEET /SEC) = 3.08 FLOW DEPTH(FEET) - 0.38 TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) - 11.85 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 700.00 FEET. ♦a/r► r# lffrrf!# RerRRRffwff# ff lrlffff}fafa *rRlRaf#►lffaiw }af rfflfflRRfaf ##afi FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE - 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < = = MA = = = 11. = __________ ________ INLINE Tc(MIN) 85 * 2 YEAR RAINFALL INTENSITY(INCH /HR) - 1.888 SUBAREA LOSS RATE DATA(AMC II): - -- RIFT] Ii I DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 26.96 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 26.96 SUBAREA RUNOFF(CFS) = 35.73 EFFECTIVE AREA(ACRES) = 39.50 AREA - AVERAGED Fm(INCH /HR) - 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 39.50 PEAK FLOW RATE(CFS) = 52.34 a: waww# wa+ w}+ wwii * +i #affraiiwRa +#Rfa + :} :+wfaiwf a: #wRf aaf aiiwf} + #i }ar+ }aafiR# FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 51 ---------------------------------------------------------------------------- » »,COMPUTE TRAPEZOIDAL CHANNEL FLOI > »> TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1572.00 DOWNSTREAM(FEET) = 1560.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 33.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 __>>WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. CHANNEL FLOW THRU SUBAREA(CFS) - 52.34 FLOW VELOCITY(FEET /SEC) = 4.87 FLOW DEPTH(FEET) - 0.50 TRAVEL TIME(MIN.) = 1.71 TC(MIN.) - 13.56 == >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) PEAK FLOW RATE(CFS) _ END OF RATIONAL METHOD ANA] 0.00 TO NODE 5.00 = 1200.00 FEET. 39.50 TC(MIN.) 13.56 39.50 AREA - AVERAGED FM(INCH /HR)= 0.42 0.42 AREA- AVERAGED Ap 1.00 52.34 awwar a *r +fi *ia wwR + +werwfeaaaiwfwwwfa+a +wwf rwwa+aw}afwwfaiaaf }fffra +Raf + } }Rf+ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 a+ +faar+af afwaaf rww +a+waRr DESCRIPTION OF STUDY ++f *f +f +a *a + + #wf +ff #arifa+ * Regency Commercial Property * Existing Conditions Analysis * 10 Year Storm }a +a }a + #w+f #waf +f wfarkwa +iRf a#fif a++ ♦wff +fRf ++kwawffwRf +f iaaff * # +#ffA }Rr++ FILE NAME: 01900ElO.DAT TIME /DATE OF STUDY: 09:09 06/30/2002 .......... :_______________ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION __ = = == ---TIME-OF-CONCENTRATION .= MODEL +- USER SPECIFIED STORM EVENT(YEAR) = 5.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 5.00 1 -HOUR INTENSITY(INCH /HOUR) - 0.9398 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of- Curb) 2. (Depth) *(Velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLAW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.• *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED of wfRwwe♦fwf♦+fwwf ♦ ffwfu :Raiiwfwrw urar ufi :aaaaaf rf wfii*wwwaaw :f aff af+w♦}a FLAW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE - 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) - 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) = 1587.00 Tc - K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.141 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 2.906 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 1.29 0.42 1.00 78 9.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA RUNOFF(CFS) 2.89 TOTAL AREA(ACRES) = 1.29 PEAK FLOW RATE(CFS) = 2.89 } fff#w ♦w } ff }f#ff #ff# }a # f}ff w f•ffi#ffffff## #rff } } #a#af wf#f 1f } a#ar w r f r #1r FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- » » ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ---------------------------------- MAINLINE Tc(MIN) = 9.14 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 2.906 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 11.25 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.25 SUBAREA RUNOFF(CFS) = 25.21 EFFECTIVE AREA(ACRES) 12.54 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap - 1.00 TOTAL AREA(ACRES) = 12.54 PEAK FLOW RATE(CFS) = 28.10 # arf at } } }araarfrarwwffrart# }wraaf aa} a♦# aifaaaaarrraa } }ff #wfrwrwar }f # }r of w }ar FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE - 51 ---------------------------------------------------------------------------- >> » >COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< » >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)« <<< = = = = _= ELEVATION DATA: UPSTREAM(FEET) _ 1587 00 DOWNSTREAM(FEET) . 1572500 CHANNEL LENGTH THRU SUBAREA(FEET) - 500.00 CHANNEL SLOPE - 0.0300 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR - 33.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) - 0.50 CHANNEL FLOW THRU SUBAREA(CFS) - 28.10 FLOW VELOCITY(FEET /SEC) = 3.38 FLOW DEPTH(FEET) = 0.43 TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) - 11.61 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 - 700.00 FEET. ## fra •}arf#r#f ♦f#rf# #ttraf #rrr#rarf rff lffrf #rfffw#f ♦11r #f # }f #• FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE - 81 ---------------------------------------------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ......................... _ ............................... _.................. MAINLINE Tc(MIN) = 11.61 * 5 YEAR RAINFALL INTENSITY(INCH /HR) - 2.518 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 26.96 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA AREA(ACRES) - 26.96 SUBAREA RUNOFF(CFS) = 51.00 EFFECTIVE AREA(ACRES) = 39.50 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 39.50 PEAK FLOW RATE(CFS) = 74.73 }aa ara#► wrww} iaaw# twwwafraarrrrwrafr# fr} arrrfw }rffr##r #ara #rirw }affrrfaaa } :: FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 51 ---------------------------------------------------------------------------- >>> >COMPUTE TRAPEZOIDAL CHANNEL FLOW « «< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< - ELEVATION DATA ATA: UPSTREAM(FEET) - 1572.00 DOWNSTREAM(FEET) = = 1560.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL BASE(FEET) - 5.00 "Z" FACTOR - 33.000 MANNING'S FACTOR - 0.030 MAXIMUM DEPTH(FEET) = 0.50 .-WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. CHANNEL FLOW THRU SUBAREA(CFS) - 74.73 FLOW VELOCITY(FEET /SEC) - 6.95 FLOW DEPTH(FEET) = 0.50 TRAVEL TIME(MIN.) . 1.20 Tc(MIN.) - 12.81 == >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE = =____ OF STUDY SUMMARY: ' TOTAL AREA(ACRES) EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) PEAK FLOW RATE(CFS) _ END OF RATIONAL METHOD ANA 0.00 TO NODE 5.00 - 1200.00 FEET. 39.50 TC(MIN.) 12.81 39.50 AREA - AVERAGED FM(INCH /HR)= 0.42 0.42 AREA- AVERAGED Ap = 1.00 74.73 •______•_• .... ..................`..__•_._.... �YS I S !#• Rfi## affiflflfa ARalfflfifaffrlf! #ft!! #fff•!!rf lffffffttfi!•a#fffli #f #f kfa RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 f #AwA ar #affalaafxrafffAaa► DESCRIPTION OF STUDY : # fA #ffaawA #A!lRar # #fxxafa * Regency Commercial Property * Existing Conditions Analysis * 25 Year Storm #ArrAraaffif aff+ fat# x# Afft: f# AaarfAxalfaf# wAarr #i #AAaaarr + #Arxaf # # : :Afffaa FILE NAME: 01900E25.DAT TIME /DATE OF STUDY: 09:11 06/30/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE - 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0807 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 = 3060 20 0 = 0 018 /0 018 /0 020 Oa67 = 2 00 0 0312 0 167 OSO150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)* (Velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED fit iffflffl• RRflffffwlRffiRllffflfflRl w!!!ltf alffawff wf lflifRf if if tfffRfffff FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) - 1587.00 Tc - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 9.141 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.342 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 1.29 0.42 1.00 78 9.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA RUNOFF(CFS) - 3.40 TOTAL AREA(ACRES) - 1.29 PEAK FLOW RATE(CFS) = 3.40 afiAfRaf +fafwaof + +iRfRrf aftf# fAairf•fff :ffilw•!fa•ffRriAffrx Rflral +ifAaaa +a♦ FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE - 81 ---------------------------------------------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < MAINLINE Tc(MIN) - 9.14 * 10 YEAR RAINFALL INTENSITY(INCH /HR) - 3.342 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 11.25 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) - 11.25 SUBAREA RUNOFF(CFS) - 29.63 EFFECTIVE AREA(ACRES) 12.54 AREA - AVERAGED Fm(INCH /HR) - 0.42 AREA - AVERAGED Fp(INCH /HR) - 0.42 AREA- AVERAGED Ap - 1.00 TOTAL AREA(ACRES) 12.54 PEAK FLOW RATE(CFS) - 33.02 ffaaffffwRfRlffffiR raft •fx #f ♦wwRffffltlaitf Rf aff +4ffiffafffff 4f tf iAfRaf of atf FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE - 51 ---------------------------------------------------------------------------- > » COMPUTE TRAPEZOIDAL CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< — ELEVATION DATA: UPSTREAM(FEET) - 1587.00 DOWNSTREAM(FEET) - 1572.00 CHANNEL LENGTH THRU SUBAREA(FEET) - 500.00 CHANNEL SLOPE - 0.0300 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR - 33.000 MANNING'S FACTOR - 0.030 MAXIMUM DEPTH(FEET) - 0.50 CHANNEL FLOW THRU SUBAREA(CFS) - 33.02 FLOW VELOCITY(FEET /SEC) = 3.52 FLOW DEPTH(FEET) - 0.46 TRAVEL TIME(MIN.) = 2.37 TC(MIN.) = 11.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 700.00 FEET. iffflRfffffffRRlf +fi tifflfffflfl •ifRafffffllffiAfAriwfAAffArf afff #affffffAa! FLAW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE - 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 11.51 * 10 YEAR RAINFALL INTENSITY(INCH /HR) - 2.911 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 26.96 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 26.96 SUBAREA RUNOFF(CFS) = 60.54 EFFECTIVE AREA(ACRES) = 39.50 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA- AVERAGED Fp(INCH /HR) - 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) - 39.50 PEAK FLOW RATE(CFS) = 88.70 ♦ ♦f * *f*11*f* fffff fR *fff *1f!lfrfffflrlfrf wf ►fffff *f!r ► afff * * * *r lfrrf FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW« «< > > >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<c< ELEVATION DATA UPSTREAM(FEET) _ = 1572.00 DOWNSTREAM(FEET) = 1560.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR - 33.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. CHANNEL FLOW THRU SUBAREA(CFS) = 88.70 FLOW VELOCITY(FEET /SEC) = 8.25 FLOW DEPTH(FEET) = 0.50 TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) - 12.52 == >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE _-----___•------ -- -- ---- END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) PEAK FLOW RATE(CFS) _ END = OF = RATIONAL METHOD ANA 0.00 TO NODE 5.00 = 1200.00 FEET. 39.50 TC(MIN.) 12.52 39.50 AREA- AVERAGED Fm(INCH /HR)= 0.42 0.42 AREA- AVERAGED Ap - 1.00 88.70 �YSIS wwf wf ef►fr♦afaaff afaffwwf wlfla! ►!♦ffaafwfef wffarfaaffwfalfaf wffwafffwrafffrr RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 *fffflaaaffaf wlff r►fflrr *r DESCRIPTION OF STUDY •fffff #akfa #f lff *f * rf * ►f! * Regency Commercial Property * Existing Conditions Analysis * 100 Year Storm wlffaklfllffffkf ►lffflfrfw ►frfafff *f lfrf ♦lff wf rffrrf if rf lfffrf 1111 *f *1f * ** FILE NAME: 01900ElH.DAT TIME /DATE OF STUDY: 09:11 06/30/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ............ ____ ......... -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 25.00 1 -HOUR INTENSITY(INCH /HOUR) - 1.2481 SLOPE OF INTENSITY DURATION CURVE - 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED f wfllf fffwf if wfffffflffwl lfrr flffllfl►Rwl ► ► ►1111111 ►ff ►fffff! ► ►f rffffff FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE - 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) - 200.00 ELEVATION DATA: UPSTREAM(FEET) - 1592.00 DOWNSTREAM(FEET) = 1587.00 Tc = K*[(LENGTH ** 3.00)/ (ELEVATION CHANGE)] **0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 9.141 ' 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.860 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 1.29 0.42 1.00 78 9.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 4.00 TOTAL AREA(ACRES) = 1.29 PEAK FLAW RATE(CFS) = 4.00 RfRRi#f tf tf ifffffif•fitff# #fffff ♦ffffffffRRfRf #ffffff iff tfftffiRtfffffRitiff FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- » -ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< «< MAINLINE Tc(MIN) = 9.14 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.860 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 11.25 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.25 SUBAREA RUNOFF(CFS) = 34.87 EFFECTIVE AREA(ACRES) 12.54 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) - 12.54 PEAK FLOW RATE(CFS) = 38.86 tt # #ff #tiff #ff tf ifffffffff#1#ffff#ffffff#Affff #f fkfff#Rf Rf#Rt 1 #ffffftf #if fff FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE - 51 ---------------------------------------------------------------------------- >> » COMPUTE TRAPEZOIDAL CHANNEL FLOW « «< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)< «< = ELEVATION = DATA UPSTREAM (FEET) __= 1587.00 = = DOWNSTREAM(FfiET) = = 1572500 CHANNEL LENGTH THRU SUBAREA(FEET) - 500.00 CHANNEL SLOPE - 0.0300 CHANNEL BASE(FEET) - 5.00 "Z" FACTOR - 33.000 MANNING'S FACTOR - 0.030 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CPS) - 38.86 FLOW VELOCITY(FEET /SEC) - 3.71 FLOW DEPTH(FEET) = 0.49 TRAVEL TIME(MIN.) - 2.25 Tc(MIN.) - 11.39 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 - 700.00 FEET. tff kfffttfffRf ffffff fff ftiAfff #RiffffiffffffRiffftf #fRRf #f #fffff ♦if R#tffifff FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 11.39 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.382 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 26.96 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) - 26.96 SUBAREA RUNOFF(CFS) = 71.98 EFFECTIVE AREA(ACRES) 39.50 AREA - AVERAGED Fm(INCH / HR) = 0.42 AREA - AVERAGED Fp(INCH / HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 39.50 PEAK FLOW RATE(CFS) - 105.46 fffff #fff•ff #f Rf RffffitR•Rff•tRRff #f it lR kf♦ tfi #fifff###tifftRRfff # f #R #ff #fff FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW «< < » >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< - = ......................... = = ELEVATION DATA: UPSTREAM(FEET) _ 1572.00 DOWNSTREAM(FEET) = _= 1560.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL BASE(FEET) - 5.00 "Z" FACTOR - 33.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) - 0.50 = > WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. CHANNEL FLOW THRU SUBAREA(CFS) - 105.46 FLOW VELOCITY(FEET /SEC) = 9.81 FLOW DEPTH(FEET) = 0.50 TRAVEL TIME(MIN.) - 0.85 TOMIN.) - 12.24 = =>FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 - 1200.00 FEET. = =OFs STUDY= SUMMARY............. _ ......... __....... __.................. END TOTAL AREA(ACRES) 39.50 TC(MIN.) 12.24 EFFECTIVE AREA(ACRES) = 39.50 AREA- AVERAGED FM(INCH /HR)= 0.42 AREA - AVERAGED Fp(INCH /HR) - 0.42 AREA- AVERAGED Ap = 1.00 PEAK FLAW RATE(CFS) 105.46 === ....... ________ ___________________ :____ : END OF RATIONAL METHOD ANALYSIS h �r HYDROLOGYSTUDY cei nnN nincF TnWN rVNTRR _ FnNTANA_ CAI.IMRNIA SECTION 4.0 PROPOSED ON -SITE HYDROLOGY CALCULATIONS PROPOSED ON -SITE HYDROLOGY MAP 01 -900 Hydrology Report.doc ♦ w•► axwa► w+► r►► ♦r+ :ww +f #wrwr►wwfaw• ►awfR ► ► :arf wr : +w ► ► ►rr►aawk + #rwrr a♦ :wxwer# RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 fwrawrawfw►►xw {rwxrf► ►►xa# DESCRIPTION OF STUDY :xwa► ►rwaf ►r afff►xrrr :rf rx * Regency Commercial Property * Proposed Conditions Analysis * 2 Year Storm rwwwa+► wxa► awwr# rrkf► a► wwf a►w ♦ #r :wa►t►xwfrarwra ►x{ #raxrRf ►xrwR♦ #rxwxf♦ :►xa FILE NAME: 01900P2.DAT TIME /DATE OF STUDY: 12:48 06/30/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL- 10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.7135 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF - CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) = 1 30.0 20.0 0.018/0.018/0.020 = 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)* (Velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + Regency Commercial Property Proposed Conditions Analysis 2 Year Storm --------------------------------------------- ------------------------- - - - - -+ + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + I Area "A" I + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + # rwrf+►f rwr► fxrRf ►r►wfffaxrwxwRrfawwf ► +xx► :xR ►+f ►wrf Rf ►w►wfffa ►wa►rw + ►wa ►rw• FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >>> > RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) - 600.00 ELEVATION DATA: UPSTREAM(FEET) = 79.30 DOWNSTREAM(FEET) 73.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.770 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.120 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.10 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 7.46 TOTAL AREA(ACRES) - 4.10 PEAK FLOW RATE(CFS) 7.46 ►►{► r► rrfff aaw{f► a: fffr► rff{►f of ♦►• ►f►afff ►a►frff #rwff► #fawff +f r►f xrfa►f xrxr FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 --- --- ---- ----- -- - -- - -- - --- ---- - - -- ------ -------- ---- ---- ---- ---- --- - -- -- » >>> COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA« «< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) - 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 6.32 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.46 PIPE TRAVEL TIME(MIN.) - 0.13 Tc(MIN.) = 9.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 650.00 FEET. f► fffff►f► rrff +►ffaff►aff ►Rff #R ►R►►► {* {•f►rwf ►ff►awxawf r #fx►► ♦aaff ►wwwf #+rwr FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE 41 ---------------------------------------------------------------------------- >> ,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « » >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REPRESENTATIVE SLOPE - 0.0200 FLOW LENGTH(FEET) = 400.00 MANNING'S N 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 7.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.98 GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 7.46 PIPE TRAVEL TIME(MIN.) - 0.84 Tc(MIN.) - 10.74 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 - 1050.00 FEET. rr rxfff►f•f ►aaff ► #aaf ff► rwrf+fff R:► wrff+ rwxf♦ f :rwwrwrfr # :►rwwfaffwrwr♦ :rrrw• - s FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------- >> » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.74 RAINFALL INTENSITY(INCH /HR) = 2.00 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 4.10 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE 7.46 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + Area "B" + ------------------------------------------- ----- -- --------- --- -- --- - - - - - -+ w +R :wafw •law + +frf :RRlwfflww +fafw +fwff rfa♦ :r atf #Rf♦ww +Rfwlf }f ♦ : w +fffwlffaR}fR FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« << >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 79.30 DOWNSTREAM(FEET) = 67.00 Tc = K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.771 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.120 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.99 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 10.90 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) = 10.90 +faflfffRfff#RfflffRff #fffwlfRf arfwRaffff }ffwflkff• }fff1R }fffffllff #f RffwR }f FLOW PROCESS FROM NODE 5.00 TO NODE 100.00 IS CODE x 41 >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« << » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< x REPRESENTATIVE SLOPE _= OS0200 = =_ =x= sax=: x= = = = : = =a = = = ______ =_= =a :_a = = =__ == FLOW LENGTH(FEET) - 50.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.90 GIVEN PIPE DIAMETER(INCH) a 30.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 10.90 PIPE TRAVEL TIME(MIN.) - 0.09 Tc(MIN.) - 9.86 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 100.00 800.00 FEET. }ffff!!R}ffRlflffRfRRffRlfff llfflfRffflRfflRR ♦ff! ♦fflffkif t ►f Rfffffffff•lfff FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE - 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » > >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES- << __ .... _ ............ _ _a= - == -- =a= - ===aa= ---- _:: --------- ______ - ° ---- _ - _ ----- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.86 RAINFALL INTENSITY(INCH /HR) = 2.11 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.99 TOTAL STREAM AREA(ACRES) - 5.99 PEAK FLOW RATE(CFS) AT CONFLUENCE 10.90 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.46 10.74 2.003 0.98( 0.10) 0.10 4.1 1.00 2 10.90 9.86 2.108 0.98( 0.10) 0.10 6.0 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 18.14 9.86 2.108 0.98( 0.10) 0.10 9.8 4.00 2 17.80 10.74 2.003 0.98( 0.10) 0.10 10.1 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 18.14 Tc(MIN.) - 9.86 EFFECTIVE AREA(ACRES) 9.76 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 TOTAL AREA(ACRES) - 10.09 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 - 1050.00 FEET. f ♦R! }}fff }flfR }}Riff }ffff }ff #fffRf Rf RfRfffltf }yfffi#}f lff#R }RfffRffRlf rff ##• FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE - 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)« «< =ac_x_=a=x =saaxx=aa_ sass ==ac sass. a=== c_ x= xa =xx___a_xx____x=x___=_____x___x REPRESENTATIVE SLOPE - 0.0200 FLOW LENGTH(FEET) - 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.25 GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 18.14 PIPE TRAVEL TIME(MIN.) - 0.24 Tc(MIN.) a 10.11 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 101.00 - 1200.00 FEET. f! }R Rfff•f fff} ffflf• fRflf# fffffff#}R fiffkfflff }fflflR•lffffffffRRffff Rff tf if FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE - 46 ---------------------------------------------------------------------------- » >>> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< =a=x= =caasaas==a= acs_== a== xa= ax_== x_ r.__ x_= x=_ _xa____= = ==x_xx =__x_- x_________ REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 120.00 GIVEN BOX BASEWIDTH(FEET) _ FLOWDEPTH IN BOX IS 0.39 FE BOX- FLOW(CFS) = 18.14 BOX -FLOW TRAVEL TIME(MIN.) _ LONGEST FLOWPATH FROM NODE MANNING'S N = 0.013 8.00 GIVEN BOX HEIGHT(FEET) - 4.00 E"T BOX -FLOW VELOCITY(FEET /SEC.) - 5.76 0.35 Tc(MIN.) . 10.46 1.00 TO NODE 102.00 = 1320.00 FEET. PIPE -FLOW VELOCITY(FEET / SEC.) - 8.14 GIVEN PIPE DIAMETER(INCH) . 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.06 PIPE TRAVEL TIME(MIN.) - 0.03 Tc(MIN.) = 7.36 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 102.00 465.00 FEET. rffwwfr :♦wx!♦ :tafffxxwRf#r wfxrt}xf rRa►fr#rRR ♦wf : }f ra rfaff aff rf arf #ff #ww +rf of FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE - 1 ---------------------------------------------------------------------------- » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE << TOTAL NUM13ER STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.46 RAINFALL INTENSITY(INCH /HR) = 2.04 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 9.76 TOTAL STREAM AREA(ACRES) = 10.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.14 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -+ I Area "C" I +---------------------------------------------- --- ----- --- ----- ------- - - - - -+ +af rar +ffffwr +rfxxrf awwwrwwwffxxww+ ffff wwa: trx +rffx +tfffxwxrf aaxwwf arxwraf of FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- INITIAL SUBAREA FLOW- LENGTH(FEET) - 450.00 ELEVATION DATA: UPSTREAM(FEET) = 76.87 DOWNSTREAM (FEET) = 65.67 Tc = K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.328 * 2 YEAR RAINFALL INTENSITY(INCH /HR) - 2.520 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 3.24 0.98 0.10 32 7.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 7.06 TOTAL AREA(ACRES) . 3.24 PEAK FLOW RATE(CFS) - 7.06 f }ffakafff }fffflf if afff }affftff }f#af ifl f lfffftfRf lfffffffffflffllf •f /f iat#RR FLOW PROCESS FROM NODE 7.00 TO NODE 102.00 IS CODE . 41 >> »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< .::.::::..::.::..:.::..::..:..: .............. ............................... REPRESENTATIVE SLOPE 0.0200 FLOW LENGTH(FEET) . 15.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES ff f# 1f!} k# fff ofifffff ff#f f ffft# #Aftf#ar1R#ff #rff }affxataf affww }aff wffxRf raf# FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >> »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « > » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< «< _................. _ ..................... ___ : :__....... _______________ TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.36 RAINFALL INTENSITY(INCH /HR) = 2.51 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 3.24 TOTAL STREAM AREA(ACRES) = 3.24 PEAK FLOW RATE(CFS) AT CONFLUENCE - 7.06 ** CONFLUENCE DATA ** STREAM Q Tc Intensity FP(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 18.14 10.45 2.036 0.98( 0.10) 0.10 9.8 4.00 1 17.80 11.32 1.941 0.98( 0.10) 0.10 10.1 1.00 2 7.06 7.36 2.513 0.98( 0.10) 0.10 3.2 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 22.98 7.36 2.513 0.98( 0.10) 0.10 1011 6.00 2 23.81 10.45 2.036 0.98( 0.10) 0.10 13.0 4.00 3 23.19 11.32 1.941 0.98( 0.10) 0.10 13.3 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 23.81 TC(MIN.) - 10.45 EFFECTIVE AREA(ACRES) 13.00 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Pp(INCH /HR) . 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) - 13.33 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 102.00 - 1320.00 FEET. /1ff•ffltlfffflf ff#•f1fRfRiaf!! }ff ifl f lfffRf }f#rfff•wfr1/lffwlwrwwff •f afafkx FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 46 ---------------------------------------------------------------------------- > »> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA «< < >>>>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< ................................................. 0 __.._...__.._...._ REPRESENTATIVE FLAW LENGTH(FEET) . 400.00 MANNING'S N - 0.013 GIVEN BOX BASEWIDTH(FEET) . 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 0.47 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 6.35 BOX- FLOW(CFS) - 23.81 BOX -FLOW TRAVEL TIME(MIN.) - 1.05 Tc(MIN.) = 11.50 :, LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 = 1720.00 FEET. ff4Rf## ffiifffffffk ! #fffff4lffR ♦RfffffRf \fffffff• if 4f \f ► \f #R #fff if Rf #RRfffff FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- » »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 11.50 RAINFALL INTENSITY(INCH /HR) - 1.92 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 13.00 TOTAL STREAM AREA(ACRES) - 13.33 PEAK FLOW RATE(CFS) AT CONFLUENCE 23.81 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- Area "D" + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + ••ffff # # #R #f ffff\ # # # #f fffffff R4 #RR #!f ♦ fffff4Rfffft\ #RR #RRfff \i\4f\ #RR RR ♦fff\ FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-« >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) - 550.00 ELEVATION DATA: UPSTREAM(FEET) = 77.50 DOWNSTREAM(FEET) = 71.44 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.345 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.177 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.86 0.98 0.10 32 9.35 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 10.97 TOTAL AREA(ACRES) = 5.86 PEAK FLOW RATE(CFS) = 10.97 ffffRffff4f 4ffffffffff # #ffftlffffftff \4\4ff Rf4fff ff # ##f ftfffffffffffff #f ffff FLOW PROCESS FROM NODE 9.00 TO NODE 103.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< »» ,USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0.0200 FLAW LENGTH(FEET) = 15.00 MANNING'S N 0.013 DEPTH OF FLAW IN 18.0 INCH PIPE IS 11.7 INCHES PIPE -FLAW VELOCITY(FEET /SEC.) = 9.01 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) = 10.97 PIPE TRAVEL TIME(MIN.) - 0.03 TC(MIN.) - 9.37 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 103.00 - 565.00 FEET. ltff ♦t111f ffftfffff fff #f # #ff#fffflfflff4 #•!fffffff tff#Yffftt#fffif if 4tf kffff FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE - 1 ---------------------------------------------------------------------------- >,>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< - - = .............. = TOTAL NUMBER OF STREAMS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 9.37 RAINFALL INTENSITY(INCH /HR) = 2.17 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA- AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 5.86 TOTAL STREAM AREA(ACRES) = 5.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.97 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 22.98 8.40 2.322 0.98( 0.10) 0.10 1011 6.00 1 23.81 11.46 1.926 0.98( 0.10) 0.10 13.0 4.00 1 23.19 12.33 1.844 0.98( 0.10) 0.10 13.3 1.00 2 10.97 9.37 2.174 0.98( 0.10) 0.10 5.9 8.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 33.50 8.40 2.322 0.98( 0.10) 0.10 15.4 6.00 2 34.21 9.37 2.174 0.98( 0.10) 0.10 16.9 8.00 3 33.47 11.46 1.926 0.98( 0.10) 0.10 18.9 4.00 4 32.42 12.33 1.844 0.98( 0.10) 0.10 19.2 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 34.21 Tc(MIN.) = 9.37 EFFECTIVE AREA(ACRES) 16.89 AREA- AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.97 AREA- AVERAGED Ap 0.10 TOTAL AREA(ACRES) = 19.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 - 1720.00 FEET. ••ffff ♦1Rfflffft4ff if4ftfffR ►1fYff##ffffffftfff4ffffRfffff \fff\ffff ffff \ffff FLAW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE - 46 »»> COMPUTE BOX -FLAW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< ............................ ________________________ REPRESENTATIVE SLOPE = 0 0100 _ FLAW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) - 8.00 GIVEN BOX HEIGHT(FEET) - 4.00 FLOWDEPTH IN BOX IS 0.58 FEET BOX -FLOW VELOCITY(FEET /SEC.) - 7.31 BOX- FL.OW(CFS) - 34.21 BOX -FLAW TRAVEL TIME(MIN.) - 1.14 Tc(MIN.) - 10.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. tffffffffffff4 }fffffff #ffffff#f fff} }fffffff #4ffff #ff4f Rfff tffffffftf4lff \ffR# FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- > » MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK M 1 « «< +- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + I Area "E" I + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + # afwwwwrwffff# f: aaaa # #rf♦ :wRf :taRarRaaRfRaf•Rif lwaf aaf wRaf twa•af :wf :ia#aaffa FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- > » RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 77.95 DOWNSTREAM(FEET) = 60.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.924 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.404 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.22 0.98 0.10 32 7.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 8.76 TOTAL AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) = 8.76 tafitwakllwiiltRffaaif i#afffwRwtwatf Rlf#f if t # #tf a ♦aaawif aff if k #aafttffaf Raff FLOW PROCESS FROM NODE 11.00 TO NODE 104.00 IS CODE - 41 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< - >» »USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 150.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 8.58 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.76 PIPE TRAVEL TIME(MIN.) - 0.29 TC(MIN.) - 8.22 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 = 750.00 FEET. •a♦ aaf if waaaif rf•aRaiatfy afaafffa• f# raRiia •aarf aarf #flit if tfffa#Rraf a• aar�• FLAW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE - 1 ---------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «< < ____________________________________________: ____ :_____________________.____ TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 8.22 RAINFALL INTENSITY(INCH /HR) - 2.35 AREA - AVERAGED FM(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.22 TOTAL STREAM AREA(ACRES) - 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.76 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + Area "F" t #RaffkrfafAf affaff# irRafaaf tffafataf♦ fitffrltaRa ffaaRiiffatwRf #af la #aaf aifR FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >>> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) 700.00 ELEVATION DATA: UPSTREAM(FEET) - 77.50 DOWNSTREAM(FEET) = 56.00 Tc - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 8.384 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.324 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.97 0.98 0.10 32 8.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 11.96 TOTAL AREA(ACRES) - 5.97 PEAK FLOW RATE(CFS) = 11.96 tafrlRwfaff aafllf afwfa#ff rf aaif #Ifairtaf ofiff #f #afa ♦ #Rffifffffwraf kf rlfaf# #R FLOW PROCESS FROM NODE 13.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< > >> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< « < -- = = = 0.0200 =_ = = =___________ _ ________ REPRESENTATIVE SLOPE = FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.16 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 11.96 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.43 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 104.00 - 725.00 FEET. frrffarf aaaffffa# treffarf o f wffaaiaffaffrrf afaR #arerfaafarfRaaf aat►a• :rraafaa FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE - 1 ---------------------------------------------------------------------------- >> »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«< < = = == ........ _ TOTAL NUMBER OFSTREAMS==2:===___________ __________________ __ __ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.43 RAINFALL INTENSITY(INCH /HR) = 2.32 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 �.� EFFECTIVE STREAM AREA(ACRES) - 5.97 TOTAL STREAM AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE - 11.96 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 8.76 8.22 2.352 0.98( 0.10) 0.10 4.2 10.00 2 11.96 8.43 2.316 0.98( 0.10) 0.10 6.0 12.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.61 8.22 2.352 0.98( 0.10) 0.10 10.0 10.00 2 20.58 8.43 2.316 0.98( 0.10) 0.10 10.2 12.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.61 TC(MIN.) = 8.22 EFFECTIVE AREA(ACRES) = 10.04 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 TOTAL AREA(ACRES) = 10.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 = 750.00 FEET. #fffffwfRffaf Rfaawfffawwfafflf aRaawRffffwkaftawff Ra awf afffwRR fffa #fffffafffa FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE - 41 ---------------------------------------------------------------------------- » » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« << >>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « << REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) - 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.61 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.61 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 8.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 900.00 FEET. fff• #RRRafaf RfaRf Rff if aRfflf aR akf if wf Rffffffaf afffflwaRff afafRR Rlf afRRRf al of FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 11 ---------------------------------------------------------------------------- »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY« «< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.61 8.45 2.313 0.98( 0.10) 0.10 10.0 10.00 2 20.58 8.67 2.278 0.98( 0.10) 0.10 10.2 12.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 - 900.00 FEET ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 33.50 9.53 2.152 0.98( 0.10) 0.10 15.4 6.00 2 34.21 10.48 2.033 0.98( 0.10) 0.10 16.9 8.00 3 33.47 12.56 1.823 0.98( 0.10) 0.10 18.9 4.00 4 32.42 13.42 1.752 0.98( 0.10) 0.10 19.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 52.65 8.45 2.313 0.98( 0.10) 0.10 23.7 10.00 2 52.92 8.67 2.278 0.98( 0.10) 0.10 24.2 12.00 3 52.90 9.53 2.152 0.98( 0.10) 0.10 25.6 6.00 4 52.48 10.48 2.033 0.98( 0.10) 0.10 27.1 8.00 5 49.75 12.56 1.823 0.98( 0.10) 0.10 29.0 4.00 6 48.04 13.42 1.752 0.98( 0.10) 0.10 29.4 1.00 TOTAL AREA(ACRES) - 29.38 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 52.92 Tc(MIN.) = 8.665 EFFECTIVE AREA(ACRES) 24.16 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.38 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. ! #lR Rfff#f }Rf! #fRfffaf # }Af t aw aRRllfa!!ff•aRf • ffffffff Rf##f Rf } ►f ♦a aRfffffffff FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 46 » » >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) < <<< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) - 50.00 MANNING'S N - 0.013 GIVEN BOX BASEWIDTH(FEET) - 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 0.77 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 8.55 BOX- FLOW(CFS) = 52.92 BOX -FLOW TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) - 8.76 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 = 2270.00 FEET. , f faff# f }ffaaffff#f#fwf }ffffffkf afffRfa#wf }fff iffRffffffffffff fart Rlffaf of #fR FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < = = TOTAL = NUMBER OF =STREAMS = = : =Z ........... ______ ____________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.76 RAINFALL INTENSITY(INCH /HR) = 2.26 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.97 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 24.16 TOTAL STREAM AREA(ACRES) - 29.38 PEAK FLOW RATE(CFS) AT CONFLUENCE - 52.92 +--------- ----- - - - --- --- -------------------- --- -------- -- ------- ---- -- -- -+ I Area "G" I + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + faflfffffffa#f • f }fawf aRfff • :wlfaaaalRRf# : :a• f!w►fRaff aft wff RfffalwwwfR FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE - 21 1 49.75 12.66 1.815 0.98( 0.10) 0.10 29.0 4.00 ------------------------------------------------ ---- ---- ------ ---- ---- - - -- -- 1 48.04 13.51 1.745 0.98( 0.10) 0.10 29.4 1.00 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS < 2 3.07 6.89 2.614 0.98( 0.10) 0.10 1.4 14.00 >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« __===== x===== x====- ... ____________________... _______ ... ____________ :_______= RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO INITIAL SUBAREA FLOW- LENGTH(FEET) - 350.00 CONFLUENCE FORMULA USED FOR 2 STREAMS. ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 54.64 ** PEAK FLOW RATE TABLE ** Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.854 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.623 1 51.63 6.89 2.614 0.98( 0.10) 0.10 20.4 14.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): _ 2 55.33 8.55 2.297 0.98( 0.10) 0.10 25.0 10.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 3 55.56 8.76 2.264 0.98( 0.10) 0.10 25.5 12.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 4 55.39 9.62 2.140 0.98( 0.10) 0.10 26.9 6.00 COMMERCIAL A 1.35 0.98 0.10 32 6.85 5 54.82 10.57 2.022 0.98( 0.10) 0.10 28.4 8.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 6 51.85 12.66 1.815 0.98( 0.10) 0.10 30.4 4.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 7 50.05 13.51 1.745 0.98( 0.10) 0.10 30.7 1.00 SUBAREA RUNOFF(CFS) = 3.07 TOTAL AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) = 3.07 A :} :AAf}l :ff rffA} ff►# ff} frwwalfx+* rlrf+ a l +lrfAf••rlrAf } :rr * +wf}1fr*A #ff rfr *w FLOW PROCESS FROM NODE 15.00 TO NODE 106.00 IS CODE - 41 ---------------------------------------------------------------------------- » >> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< » >>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « <<< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.60 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.07 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.89 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 106.00 = 365.00 FEET. fffflr! ♦1RAflfff rw }ff + ## }f#f **Af}ffraAAfff#+A ♦f 1#fr */fllffa + #A!f! +*!Al1fa + *k FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ,> -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.89 RAINFALL INTENSITY(INCH /HR) - 2.61 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 1.35 TOTAL STREAM AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.07 ** CONFLUENCE DATA ** STREAM Q Tc Intensity pp(pm) Ap NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 52.65 8.55 2.297 0.98( 0.10) 0.10 1 52.92 8.76 2.264 0.98( 0.10) 0.10 1 52.90 9.62 2.140 0.98( 0.10) 0.10 1 52.48 10.57 2.022 0.98( 0.10) 0.10 As HEADWATER (ACRES) NODE 23.7 10.00 24.2 12.00 25.6 6.00 27.1 8.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 55.56 Tc(MIN.) = 8.76 EFFECTIVE AREA(ACRES) 25.51 AREA- AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 30.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 = 2270.00 FEET. ff 11! lwf lf} f+ ff } }ffff! #R!f }fixrRRflalrfr! } }f •f rfwiff } }!rf * *ww lff ♦ff +wAAf }fff FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE - 46 > »> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA« <<< >>> USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< _........ _ ..... _ ............... _ .............. ___ ........ __ =_ =aa = = = =_______ REPRESENTATIVE SLOPE - 0.0100 FLOW LENGTH(FEET) - 200.00 MANNING'S N - 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 0.80 FEET BOX -FLOW VELOCITY(FEET /SEC.) - 8.70 BOX- FLOW(CFS) = 55.56 BOX -FLOW TRAVEL TIME(MIN.) - 0.38 Tc(MIN.) - 9.14 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 - 2470.00 FEET. fff }fwrfffflfffwlf fff }ffwfff!!1lffff! }!Rflrf if •fffffffff•lff+fR }a!f!!rf!lRf+ FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE - 10 ---------------------------------------------------------------------------- >> » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK B 2 « «< +----------------------------------------------- --- --- -- ----- -- ----- -- -- - --+ I Area "H" I +-------------------------------------------------- --- -------------- --- - -- -+ ♦ffflf +rwffrrrf wff} flffr 4# ffof♦ f♦ f!!+ *fk }f•r #wf}# : + +ar!!}ffe } + + : +Awf affaarA♦ FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) 76.89 DOWNSTREAM(FEET) 66.26 LELIJ Tc = K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.232 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.193 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp LAND USE GROUP (ACRES) (INCH /HR) COMMERCIAL A 6.97 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 13.15 TOTAL AREA(ACRES) = 6.97 PEAK FLOW RATE(CFS) Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG120 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.809 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.256 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) (DECIMAL) CN (MIN.) COMMERCIAL A 1.81 0.98 0.10 32 8.81 0.10 32 9.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.52 TOTAL AREA(ACRES) 1.81 PEAK FLOW RATE(CFS) 3.52 13.15 fwfff4Rw# kwARfffftf ##ffffttftff#tfffffffff kffffff tk lff ifffwlff #aRfffftt 4f4wf FLOW PROCESS FROM NODE 17.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- >-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« c< -USING USER - SPECIFIED PIPESIZE ( EXISTING ELEMENT) « <<< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.30 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.15 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 10.49 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 = 1200.00 FEET. +ttfrwftxwwf xaa4 +4f wwwwaA +aat4tftffwwwwwwa :t4f r4wwtxf wxwfrArAfwff affa4axwxrr FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.49 RAINFALL INTENSITY(INCH /HR) = 2.03 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 6.97 TOTAL STREAM AREA(ACRES) = 6.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.15 ---------------------------------------------- --- ------ -- --- --- --- -- ---- -- -+ I Area "I" ---------------------------------------------------- -- ---- --- --- ------ -- --+ flffffffRAf lRRfffxffRaf affft1k1t 4ffffffff RRtf 4f #f 4fflfffff#1f #ff Rffffff if Off FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE - 21 ---------------------------------------------------------------------------- » »- RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ........... _ .............. __ .................. _............................. INITIAL SUBAREA FLOW- LENGTH(FEET) - 500.00 ELEVATION DATA: UPSTREAM(FEET) = 66.87 DOWNSTREAM(FEET) 60.75 fffxAf RfR ♦ff Rfffff#f Rfffffffffffff4lf AfRAkRf#f if+ff #1f AfffxwRkff4+lffft #xRwf FLOW PROCESS FROM NODE 19.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- >> »-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.81 RAINFALL INTENSITY(INCH /HR) = 2.26 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA- AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.81 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.52 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.15 10.49 2.032 0.98( 0.10) 0.10 7.0 16.00 2 3.52 8.81 2.256 0.98( 0.10) 0.10 1.8 18.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.84 8.81 2 0.98( 0.10) 0.10 7.7 18.00 2 16.30 10.49 2.032 0.98( 0.10) 0.10 8.8 16.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.30 TC(MIN.) - 10.49 EFFECTIVE AREA(ACRES) - 8.78 AREA- AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) = 8.78 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 = 1200.00 FEET. ♦ffffffftff•RRf Rf ifff fff llffAffff +Rffff ++ffff lffffAf A iffRfA4faRAftft if•4f tft FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE - 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»> USING USER - SPECIFIED PIPESIZE ( EXISTING ELEMENT) << < ............................................. ......................... :___ :_ REPRESENTATIVE SLOPE - 0.0100 FLOW LENGTH(FEET) - 350.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.3 INCHES ** PEAK FLOW RATE TABLE ►f PIPE -FLAW VELOCITY(FEET /SEC.) - 7.73 STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES 1 NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PIPE- FLOW(CFS) - 16.30 1 65.93 7.28 2.530 0.98( 0.10) 0.10 26.3 14.00 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 11.24 2 70.76 8.92 2.240 0.98( 0.10) 0.10 32.2 10.00 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. 3 71.12 9.12 2.209 0.98( 0.10) 0.10 32.8 12.00 4 71.31 9.57 2.147 0.98( 0.10) 0.10 33.9 18.00 fRk }Rf RRRf RR 1}fRiR }f 1RRiR} ffiRRRRRfR i}} RffffRRiRR } ♦iRfiif } }RfRRiRR ♦Rff RiR } }f 5 71.34 9.98 2.093 0.98( 0.10) 0.10 34.8 6.00 FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 11 6 71.03 10.92 1.983 0.98( 0.10) 0.10 37.0 8.00 ---------------------------------------------------------------------- - - - - -- 7 70.67 11.24 1.949 0.98( 0.10) 0.10 37.5 16.00 > »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY<< «< 8 66.71 13.01 1.785 0.98( 0.10) 0.10 39.2 4.00 9 64.32 13.87 1.718 0.98( 0.10) 0.10 39.5 1.00 RR MAIN STREAM CONFLUENCE DATA "« . OF RATIONAL METHOD ANALYSIS NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.84 9.57 2.147 0.98( 0.10) 0.10 7.7 18.00 2 16.30 11.24 1.949 0.98( 0.10) 0.10 8.8 16.00 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 51.63 7.28 2.530 0.98( 0.10) 0.10 20.4 14.00 2 55.33 8.92 2.240 0.98( 0.10) 0.10 25.0 10.00 3 55.56 9.12 2.209 0.98( 0.10) 0.10 25.5 12.00 4 55.39 9.98 2.093 0.98( 0.10) 0.10 26.9 6.00 5 54.82 10.92 1.983 0.98( 0.10) 0.10 28.4 8.00 6 51.85 13.01 1.785 0.98( 0.10) 0.10 30.4 4.00 7 50.05 13.87 1.718 0.98( 0.10) 0.10 30.7 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 - 2470.00 FEET. *" PEAK FLOW RATE TABLE «* STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 65.93 7.28 2.530 0.98( 0.10) 0.10 26.3 14.00 2 70.76 8.92 2.240 0.98( 0.10) 0.10 32.2 10.00 3 71.12 9.12 2.209 0.98( 0.10) 0.10 32.8 12.00 4 71.31 9.57 2.147 0.98( 0.10) 0.10 33.9 18.00 5 71.34 9.98 2.093 0.98( 0.10) 0.10 34.8 6.00 6 71.03 10.92 1.983 0.98( 0.10) 0.10 37.0 8.00 7 70.67 11.24 1.949 0.98( 0.10) 0.10 37.5 16.00 8 66.71 13.01 1.785 0.98( 0.10) 0.10 39.2 4.00 9 64.32 13.87 1.718 0.98( 0.10) 0.10 39.5 1.00 TOTAL AREA(ACRES) = 39.51 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 71.34 Tc(MIN.) = 9.981 EFFECTIVE AREA(ACRES) = 34.84 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 39.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. ••----••_• .............. ...... END OF STUDY SUMMARY: : :__......_._........._._ TOTAL AREA(ACRES) 39.51 TC(MIN.) 9.98 EFFECTIVE AREA(ACRES) = 34.84 AREA - AVERAGED Fm(INCH /HR)= 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) 71.34 ♦ xra} rrr tfa:♦ xf: xxaaw♦ aaa: xfrff :♦ :aafaxxf }xafx : :ffaaaxffla# :flaw• #f wf afxff rf RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 lift## # }a!#x }1f # #raawtaafx DESCRIPTION OF STUDY Regency Commercial Property Proposed Conditions Analysis 10 Year Storm ff } ♦ff xf rfitfffxf #a# }raft } }rx #f }#fix # }tf x4wrRf # } }rf #fxraifxx #ai#axffff # # }} FILE NAME: 01900P10.DAT TIME /DATE OF STUDY: 13:03 06/30/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: *TIME OF CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL- 10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0807 SLOPE OF INTENSITY DURATION CURVE = 0.6000 -ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF - CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) = 1 30.0 = 20. 0.018/0.018/0.020 0.67 2500 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)* (Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.• *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED !!tflflfflfffffflwfffRf llxflffffflfRlRffffaff lfff ♦wffffffflff llffffRff wfffff FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE - 21 --------------------------------------------- ------ --------- ---- ---- -- -- - --- » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = = == = =_________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 600. 00 ELEVATION DATA: UPSTREAM(FEET) = 79.30 DOWNSTREAM(FEET) 73.00 Tc - K *[(LENGTH•• 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.770 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.211 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.10 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 11.49 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 11.49 sawxfalfffflfffaff al fxf#! f# w} affffRw ffffw af#wflwfffaafflffa!laaff # ♦fx #kf w # }f FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ---------------------------------------------------------------------------- >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< >>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « <<< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 6.50 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) 11.49 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 650.00 FEET. fxraflffaflffawf alarfflawarf aflafxlaarfflffafflawf awaf lfwawfflxaawf aaxxlaffr FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« << >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)< << = = REPRESENTATIVE SLOPE _ 050200 =________________ _____ __ ___ _ FLOW LENGTH (FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 9.03 GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.49 PIPE TRAVEL TIME(MIN.) = 0.74 TC(MIN.) = 10.64 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 1050.00 FEET. ♦ fRf♦ flflwal fffffklflfffflflRfffxfwRaxiffif of ♦Ra 1x! }fffffwlffff aff}f of Rfffsa FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< = === STREAMS = = 2:==____________ __________ TOTAL NUMBER OF CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 10.64 RAINFALL INTENSITY(INCH /HR) - 3.05 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.10 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.49 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CPS) (MIN.) 1 11.49 10.64 2 16.78 9.85 Intensity Fp(Fm) Ap Ae HEADWATER (INCH /HR) (INCH /HR) (ACRES) NODE 3.052 0.98( 0.10) 0.10 4.1 1.00 3.195 0.98( 0.10) 0.10 6.0 4.00 f +fff4ffar##4ffwfffr4 }f if if t+wffff4awffff +fafff fff }ff aff ►f#tafff #ff if #f ar#f* FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE - 21 ---------------------------------------------------------------------------- » >->RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 79.30 DOWNSTREAM(FEET) = 67.00 Tc = K *[(LENGTH * - 3.00)/ (ELEVATION CHANGE)]* -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 9.771 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.211 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.99 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 16.78 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) = 16.78 f4 # *wf# * *wff# *kf+w4 ♦ #if tt#Rwffff}a fff #wa•ltf fff•Rf#f wf a#f iR *fff 4# *fff+ *wf afw FLOW PROCESS FROM NODE 5.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- » -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< >-USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< « < REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.04 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 16.78 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.85 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 100.00 = 800.00 FEET. flit fffff afffrfffRfff of #R+f of wf afff llfff fff }fffflffff •fflffrfffffffffffffff4 FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE a 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «< < TOTAL NUMBER OF STREAMS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 9.85 RAINFALL INTENSITY(INCH /HR) = 3.19 AREA - AVERAGED Pm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) a 5.99 TOTAL STREAM AREA(ACRES) - 5.99 PEAK FLOW RATE(CFS) AT CONFLUENCE - 16.78 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 27.94 9.85 3.195 0.98( 0.10) 0.10 9.8 4.00 2 27.50 10.64 3.052 0.98( 0.10) 0.10 10.1 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.94 Tc(MIN.) = 9.85 EFFECTIVE AREA(ACRES) = 9.79 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.09 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 = 1050.00 FEET. fRalaRfRlRfwff lRfff+fff#iff+aRf }rf4#kRRrf 4wffff4 }f 1f #f affi} #f rf R }w+Rw ♦fff #1* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 41 -- - -- ---------------------------------------------------------------------- >> ,-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)« <<< REPRESENTATIVE SLOPE - 0.0200 FLOW LENGTH(FEET) = 150.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 11.48 GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES a 1 PIPE- FLOW(CFS) = 27.94 PIPE TRAVEL TIME(MIN.) - 0.22 Tc(MIN.) = 10.07 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 101.00 - 1200.00 FEET. }f ff f}f ffl tlf ff•l ff ftff} off4+ fRif }faf#ff }fffk +arf #R++kff! }r•Af R}f lff+fff # }1f FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 46 ---------------------------------------------------------------------------- » >>> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA «< < » >>> USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< a ==aa = =_ =__===== a=== xxaa =a = : : = : REPRESENTATIVE SLOPE a 0 0100 FLOW LENGTH(FEET) = 120.00 MANNING'S N a 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) 4.00 FLOWDEPTH IN BOX IS 0.52 FEET BOX -FLOW VELOCITY(FEET /SEC.) - 6.77 SOX- FLOW(CFS) = 27.94 BOX -FLOW TRAVEL TIME(MIN.) = 0.30 TC(MIN.) a 10.37 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 102.00 = 1320.00 FEET. • r+• ar• fraff!l frrfffffaf►a#wrffaaf+rRaf +afflf •♦f RffRfa+• +f Rfff► ++ + +tlrRffrw} FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE x 1 ---------------------------------------------------------------------------- >> » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<< a TOTAL NUMBER OF STREAMS=. = = 2 :aa aaa===:= aa=: aa= =a : :a= = : : = :a= a= aa== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 10.37 RAINFALL INTENSITY(INCH /HR) = 3.10 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 9.79 TOTAL STREAM AREA(ACRES) = 10.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.94 wrw +wwaw :awrraf afaal awwaraawwwrwraaaa +raeaaawrawara aaaaf wffrf as w :a :lrlaaaaaa FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 ---------------------------------------------------------------------------- > > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« < < >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = == = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 76.87 DOWNSTREAM(FEET) 65.67 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.328 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.816 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) COMMERCIAL A 3.24 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 10.84 TOTAL AREA(ACRES) - 3.24 PEAK FLOW RATE(CFS) PEAK FLOW RATE(CFS) AT CONFLUENCE 10.84 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 27.94 10.36 3.100 0.98( 0.10) 0.10 9.8 4.00 1 27.50 11.14 2.968 0.98( 0.10) 0.10 10.1 1.00 2 10.84 7.36 3.807 0.98( 0.10) 0.10 3.2 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 35.36 7.36 3.807 0.98( 0.10) 0.10 10.2 6.00 2 36.72 10.36 3.100 0.98( 0.10) 0.10 13.0 4.00 3 35.89 11.14 2.968 0.98( 0.10) 0.10 13.3 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.72 Tc(MIN.) = 10.36 Ap SCS Tc EFFECTIVE AREA(ACRES) = 13.03 AREA- AVERAGED Fm(INCH /HR) = 0.10 (DECIMAL) CN (MIN.) AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 0.10 32 7.33 TOTAL AREA(ACRES) - 13.33 98 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 102.00 - 1320.00 FEET. 10.84 waaf arwa aaawwra:a rwwaaaawrw+ wa: ar: wwwrrfaawawww laa :#wawaaawwrlwalf raa#aawwrf FLOW PROCESS FROM NODE 7.00 TO NODE 102.00 IS CODE - 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA << USING USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< « < REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.99 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 10.84 PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) - 7.36 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 102.00 = 465.00 FEET. ♦wlfaflffaf aff afwawlfffffwlaf affaffwfaffflaff#lwfflaf afff #ffatffflafffffaffw FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE - 1 ---------------------------------------------------------------------------- » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ... _ ................... _ ........ _ .................... :_______.......... ____: TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 7.36 RAINFALL INTENSITY(INCH /HR) - 3.81 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) - 9.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 3.24 TOTAL STREAM AREA(ACRES) - 3.24 rrf# aafaa# aaffffaa ♦faraaafaa :rffaaaraaaaa#wff wf awffraaf a #aa+a :awwawwfwwrrfra FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE - 46 ---------------------------------------------------------------------------- »» > COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA «« < >>>>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT)<< - = = = =_____________ REPRESENTATIVE SLOPE - 0 0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) - 8.00 GIVEN BOX HEIGHT(FEET) - 4.00 FLOWDEPTH IN BOX IS 0.61 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 7.49 BOX- FLOW(CFS) = 36.72 BOX -FLOW TRAVEL TIME(MIN.) - 0.89 Tc(MIN.) - 11.25 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 = 1720.00 FEET. ff#f• #fff #fffffllf ffffa#af +f laffflflff if lfffflflaafffff of of kf lffff affffa+lf• FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< .................... TOTAL NUMBER = OF STREAMS = = = Z = =__ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 11.25 RAINFALL INTENSITY(INCH /HR) - 2.95 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 13.03 TOTAL STREAM AREA(ACRES) - 13.33 PEAK FLOW RATE(CFS) AT CONFLUENCE - 36.72 ffffff#affff of afff if lff lfffffafffffff of if ff fl f lwataf+af lfflf of ffff lfffRffrw♦ FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE - 21 ------------------------------------------------ ------ ---- ----- ------- - - - - -- RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) - 77.50 DOWNSTREAM(FEET) 71.44 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.345 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.298 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.86 0.98 0.10 32 9.35 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 16.88 TOTAL AREA(ACRES) = 5.86 PEAK FLOW RATE(CFS) = 16.88 fffaf if a!##} ffRwarrfxaaaffrrlr+ xaalrx #ffrrxff!!!rf}Rx!##w!lf++ffaarr wwwalfaf FLOW PROCESS FROM NODE 9.00 TO NODE 103.00 IS CODE = 41 ---------------------------------------------------------------------------- >-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< - USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « « < REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 9.55 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.88 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.37 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 103.00 = 565.00 FEET. wxwraraRwarr+ wrfar: wa:+ rrarrar# wfra++# faa++# x !a►a+w}aarwrrwRrar +xafaRaax #afr FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE - 1 » »-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« << TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 9.37 RAINFALL INTENSITY(INCH /HR) = 3.29 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) - 0.98 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.86 TOTAL STREAM AREA(ACRES) - 5.86 PEAK FLOW RATE(CFS) AT CONFLUENCE - 16.88 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 35.36 8.25 3.555 0.98( 0.10) 0.10 1 36.72 11.22 2.955 0.98( 0.10) 0.10 1 35.89 12.00 2.839 0.98( 0.10) 0.10 2 16.88 9.37 3.292 0.98( 0.10) 0.10 Ae HEADWATER (ACRES) NODE 10.2 6.00 13.0 4.00 13.3 1.00 5.9 8.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) 1 51.43 8.25 3.555 0.98( 0.10) 0.10 2 52.75 9.37 3.292 0.98( 0.10) 0.10 3 51.82 11.22 2.955 0.98( 0.10) 0.10 4 50.37 12.00 2.839 0.98( 0.10) 0.10 Ae HEADWATER (ACRES) NODE 15.3 6.00 17.1 8.00 18.9 4.00 19.2 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 52.75 Tc(MIN.) = 9.37 EFFECTIVE AREA(ACRES) 17.12 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 TOTAL AREA(ACRES) = 19.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 - 1720.00 FEET. ♦• laf+ wfat a: rw} ffa+ rwxarax +wlaaf : +#wfrrrRwffafr•rwala•a of ras +aaarrwa :r +wfa ++ FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 46 ---------------------------------------------------------------------------- » >> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA <<< > »> USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< ... __ ............ __ ..... ___ ..... _ ..... ___ ..... ____ ... ____ ..... ______________ REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) - 500.00 MANNING'S N - 0.013 GIVEN BOX BASEWIDTH(FEET) - 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 0.77 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 8.53 BOX- FLOW(CFS) - 52.75 BOX -FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 10.35 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 - 2220.00 FEET. R+ xf} aalarwflaRR #f}alarrrlaflaa :waaararr}altf lffla lrr :awfllra :x+waraf awwa R :r FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- » >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK k 1 « «< r1flkRflff #ff* }fafwfa • f#f•f of al+lffRflfar�lR#!afl/ffw }lRr art #wlar+Rf lf• FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE - 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- .. = INITIAL SUBAREA FLOW-LENGTH(FEET) = - 600.00 =�_____________________ :__.__ ELEVATION DATA: UPSTREAM(FEET) = 77.95 DOWNSTREAM(FEET) 60.00 Tc - K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) - 7.924 * 10 YEAR RAINFALL INTENSITY(INCH /HR) - 3.641 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.22 0.98 0.10 32 7.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 13.46 TOTAL AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) - 13.46 /f!f!!♦ rfraf rf ♦! ♦ : #r}'!♦ :Rat rr + #rr rr+ :x wr aflafr ++wxraf aaaaraff +rrrararwra• iL FLOW PROCESS FROM NODE 11.00 TO NODE 104.00 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< >> » > USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « « < REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 150.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.31 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 13.46 PIPE TRAVEL TIME(MIN.) = 0.27 TC(MIN.) - 8.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 750.00 FEET. !♦frrwwlfxwwlfiiilxxwffifrwf rwwf r :rf lfffff if♦w ♦if frffffxwfiif :rr }R :xrwit if xw FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« << TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.19 RAINFALL INTENSITY(INCH /HR) = 3.57 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.22 TOTAL STREAM AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.46 : +xf wwwf lfxwwf :wwiiwwria +wwxrr rw•trxfwi :wrwirr rwfwrrwwffxifxxfwraiwwwaxxwrwr FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- INITIAL SUBAREA FLOW- LENGTH(FEET) - 700.00 ELEVATION DATA: UPSTREAM(FEET) = 77.50 DOWNSTREAM(FEET) = 56.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.384 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.520 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.97 0.98 0.10 32 8.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 18.39 TOTAL AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) = 18.39 ffxRf }ifxffff ifflffffffifliflflfffifff4lf ffiitlf if lffflfffffffffl lff lffxff Rf FLOW PROCESS FROM NODE 13.00 TO NODE 104.00 IS CODE - 41 ---------------------------------------------------------------------------- >>>>,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >,,>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<< < REPRESENTATIVE SLOPE - 0.0200 FLOW LENGTH(FEET) - 25.00 MANNING'S N - 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 10.41 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.39 PIPE TRAVEL TIME(MIN.) - 0.04 Tc(MIN.) = 8.42 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 104.00 = 725.00 FEET. lifxf iffffffif wfwflflffffif lffffRiffx Rf fxlt}f fxRi ♦tf rfwxf xr }!xlRff if xtf wiffw FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 - -------- ----- ----- ---- ------ ------ --- ------------------------------------ >> ,,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< >> » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< == = = = ==== _______ :_____: ___ TOTAL NUMBER OF STREAMS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.42 RAINFALL INTENSITY(INCH /HR) = 3.51 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 5.97 TOTAL STREAM AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE - 18.39 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.46 8.19 3.569 0.98( 0.10) 0.10 4.2 10.00 2 18.39 8.42 3.510 0.98( 0.10) 0.10 6.0 12.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity FP(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 31.65 8.19 3.569 0.97( 0.10) 0.10 10.0 10.00 2 31.62 8.42 3.510 0.98( 0.10) 0.10 10.2 12.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.65 Tc(MIN.) - 8.19 EFFECTIVE AREA(ACRES) - 10.03 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 - 750.00 FEET. Rffflffffflffffffffff lflfRflfffff }f!lff ifflfff if fffffltf lfffif llf xfR }xlfxwwf FLAW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE - 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « >> » > USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «< < = == = 0.0200 = ======___:____ ______________ : :___ REPRESENTATIVE SLOPE FLOW LENGTH(FEET) - 150.00 MANNING'S N - 0.013 ASSUME FULL- FLAWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 10.08 PIPE FLOW VELOCITY - (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) - 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 31.65 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) - 6.44 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 - 900.00 FEET :w} }eArwf }fwwfrf }}(ffff :f♦ :w} }f }Off }ffrwf wfffff :rf rf wf }f }fwff} }ffff}(( }f }rAf FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE - 11 ---------------------------------------------------------------------------- » >> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY« «< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 31.65 8.44 3.506 0.97( 0.10) 0.10 10.0 10.00 2 31.62 8.67 3.449 0.98( 0.10) 0.10 10.2 12.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 900.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 51.43 9.21 3.327 0.98( 0.10) 0.10 15.3 6.00 2 52.75 10.31 3.109 0.98( 0.10) 0.10 17.1 8.00 3 51.82 12.16 2.816 0.98( 0.10) 0.10 18.9 4.00 4 50.37 12.92 2.715 0.98( 0.10) 0.10 19.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 81.39 8.44 3.506 0.98( 0.10) 0.10 24.1 10.00 2 81.87 8.67 3.449 0.98( 0.10) 0.10 24.6 12.00 3 81.89 9.21 3.327 0.98( 0.10) 0.10 25.5 6.00 4 81.16 10.31 3.109 0.98( 0.10) 0.10 27.3 8.00 5 77.46 12.16 2.816 0.98( 0.10) 0.10 29.1 4.00 6 75.07 12.92 2.715 0.98( 0.10) 0.10 29.4 1.00 TOTAL AREA(ACRES) = 29.38 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.89 Tc(MIN.) - 9.211 EFFECTIVE AREA(ACRES) = 25.53 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) - 29.38 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. ♦f •ffA }fffffff!♦ }ffff (ffff ♦wAA }ffff• aff kff} ffAkfffffffff }flffffwwafffffflffA FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE - 46 ---------------------------------------------------------------------------- >>>>,COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< =_:: ......................... = .............. __ : :.. REPRESENTATIVE SIAPE = 0.0100 FLOW LENGTH(FEET) 50.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) . 8.00 GIVEN BOX HEIGHT(FEET) - 4.00 FLOWDEPTH IN BOX IS 1.03 FEET BOX -FLOW VELOCITY(FEET /SEC.) . 9.98 BOX- FLOW(CFS) - 81.89 BOX -FLAW TRAVEL TIME(MIN.) - 0.08 Tc(MIN.) - 9.29 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 . 2270.00 FEET. ffa }fffffwffff • fffffff :f :ffafyfffffwffffaffw off :ffffffffffffffffffff•w•} }f} FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE • 1 ----------------------------------------------------- >, >>> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) . 9.29 RAINFALL INTENSITY(INCH /HR) . 3.31 AREA- AVERAGED Fm(INCH /HR) - 0.10 AREA- AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) • 25.53 TOTAL STREAM AREA(ACRES) - 29.38 PEAK FLOW RATE(CFS) AT CONFLUENCE - 81.89 fawff•fffff lRaffa ♦f Affff•lffff }fffawf rffffffffff }ffffRlf lwffff }f iffwf }fftfwA FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-. >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« -------- - -- INITIAL SUBAREA FLOW- LENGTH(FEET) - 350.00 ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) 54.64 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.854 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.972 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.35 0.98 0.10 32 6.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) 4.71 TOTAL AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) = 4.71 ffff if ffffafwAffff}ff of wf}f }fwrkfk }f wffflffffwffff }((ffff }f lwfwARfffkf wf } }ff FLOW PROCESS FROM NODE 15.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- << »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « <<< __._.::.:_:____: _______________________________ REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) . 15.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 7.12 GIVEN PIPE DIAMETER(INCH) - 12.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) • 4.71 PIPE TRAVEL TIME(MIN.) - 0.04 TC(MIN.) . 6.89 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 106.00 = 365.00 FEET. ffff Af fffffff• fffffff lff lff (ffffffffffff !ffff( lfffffwfffffifwfAAffffafff }fwi FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >r> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« - >> »,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« <<< ........ ........................................ TOTAL NUMBER OF STREAMS . 2 _ ._: .._ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) . 6.89 RAINFALL INTENSITY(INCH /HR) = 3.96 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.35 TOTAL STREAM AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE - 4.71 ** CONFLUENCE DATA ** STREAM Q Tc Intensity FP(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 81.39 8.52 3.485 0.98( 0.10) 0.10 24.1 10.00 1 81.87 8.75 3.430 0.98( 0.10) 0.10 24.6 12.00 1 81.89 9.29 3.310 0.98( 0.10) 0.10 25.5 6.00 1 81.16 10.39 3.095 0.98( 0.10) 0.10 27.3 8.00 1 77.46 12.24 2.805 0.98( 0.10) 0.10 29.1 4.00 1 75.07 13.00 2.705 0.98( 0.10) 0.10 29.4 1.00 2 4.71 6.89 3.960 0.98( 0.10) 0.10 1.4 14.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 79.71 6.89 3.960 0.98( 0.10) 0.10 20.8 14.00 2 85.52 8.52 3.485 0.98( 0.10) 0.10 25.4 10.00 3 85.94 8.75 3.430 0.98( 0.10) 0.10 26.0 12.00 4 85.81 9.29 3.310 0.98( 0.10) 0.10 26.9 6.00 5 84.81 10.39 3.095 0.98( 0.10) 0.10 28.7 8.00 6 80.77 12.24 2.805 0.98( 0.10) 0.10 30.4 4.00 7 78.24 13.00 2.705 0.98( 0.10) 0.10 30.7 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 85.94 Tc(MIN.) = 8.75 EFFECTIVE AREA(ACRES) 25.99 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 30.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 - 2270.00 FEET f wfflfllafffffafiw}: 4la frf: rwwR} RaRf Rf 4a41f wRffkf :f4♦ :f ♦4f4w4f 4f wf!l if llama FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE - 46 ---------------------------------------------------------------------------- »> >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA « «< >>>>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< NTAT LOPE = IVE S = Oa0100 = REPRESE = = = =____ : :: FLOW LENGTH(FEET) - 200.00 MANNING'S N - 0.013 GIVEN BOX BASEWIDTH(FEET) - 8.00 GIVEN BOX HEIGHT(FEET) - 4.00 FLOWDEPTH IN BOX IS 1.06 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 10.16 BOX- FLOW(CFS) = 85.94 BOX -FLOW TRAVEL TIME(MIN.) - 0.33 Tc(MIN.) - 9.08 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. ♦1f4 /R lffffffiRffffffffff♦ fiffffaffffffflffff lfwwllffffffffR }lffffff if 1f 11ff FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE - 10 ---------------------------------------------------------------------------- »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK M 2 c «« 4f Rf44fYifff /ff lff 4fff41fffff }fflaf 4f 4ffR ♦1f4Rfff}R1ffRl4111f }fR1f 4! }f 4a 44ff FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE - 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL = = = = == =_ SUBAREA- INITIAL SUBAREA FLOW LENGTH(FEET) = 650 00 ELEVATION DATA: UPSTREAM(FEET) = 76.89 DOWNSTREAM(FEET) 66.26 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) - 9.232 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.322 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.97 0.98 0.10 32 9.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 20.23 TOTAL AREA(ACRES) = 6.97 PEAK FLOW RATE(CFS) = 20.23 wawf 4f4wf }f R4 :f4ff afffwwff!}fr} : 4f of 4f wfwwwlf } }aRar44a :f #wfiwfwlrr}fa :♦ FLOW PROCESS FROM NODE 17.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « « REPRESENTATIVE SLOPE _ = 0.0100 FLOW LENGTH(FEET) = 550.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 8.17 GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 20.23 PIPE TRAVEL TIME(MIN.) - 1.12 Tc(MIN.) - 10.35 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 = 1200.00 FEET. wf!} Ifff Rf fYf♦ Offllff }ff4ffRf4.114f4f ♦1w44ffRlRff4f 1f 4fi4f1w ♦1f wkR }}f }! }flat FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« << . ...... . ...... . .. . .......... ..... STREAMS = = _ =_ : : :__ :: TOTAL NUMBER OF CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF �:ONCENTRATION(MIN.) - 10.35 RAINFALL INTENSITY(INCH /HR) - 3.10 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED FP(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 6.97 TOTAL STREAM AREA(ACRES) - 6.97 PEAK FLOW RATE(CFS) AT CONFLUENCE - 20.23 4fRf1flffflf•iff lffflf!••f4fffffff 1f 41fffffff! }! ♦f }!}! } }fRl14 }Rf }•f wtff if Yff FLAW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE - 21 ---------------------------------------------------------------------------- » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) - 66.87 DOWNSTREAM(FEET) 60.75 Tc = K *[(LENGTH•* 3.00)/ (ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.809 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.417 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH /HR) COMMERCIAL A 1.81 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 5.41 TOTAL AREA(ACRES) - 1.81 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 8.81 REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) - 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.60 GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 25.12 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) - 11.03 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 - 1550.00 FEET. 0.98 f tft}*}}} \ttfffflfffffitt *ff}fR }} } }}}ftf lff }ffff }}f Rf Rf 1}1ff11ft \A 1f t\ *toff FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 11 ------------------------------------ = 5.41 >>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY- FLOW PROCESS FROM NODE 19.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « » -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES << < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.81 RAINFALL INTENSITY(INCH /HR) = 3.42 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.81 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.41 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.23 10.35 3.101 0.98( 0.10) 0.10 7.0 16.00 2 5.41 8.81 3.417 0.98( 0.10) 0.10 1.8 18.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 24.43 8.81 3.417 0.98( 0.10) 0.10 7.7 18.00 2 25.12 10.35 3.101 0.98( 0.10) 0.10 8.8 16.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 25.12 Tc(MIN.) = 10.35 EFFECTIVE AREA(ACRES) = 8.78 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) - 8.78 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 - 1200.00 FEET. tf f }•t} ♦}ff } }}t } } } }ftlf } } ♦ 1 }f} }t It tf }} }} \1tf }*} ♦tf t } }} }}} }}lf tftftlttf ♦ } } } }} FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE - 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «< < ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 24.43 9.49 3.267 0.98( 0.10) 0.10 7.7 18.00 2 25.12 11.03 2.985 0.98( 0.10) 0.10 8.8 16.00 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 79.71 7.22 3.850 0.98( 0.10) 0.10 20.8 2 85.52 8.84 3.410 0.98( 0.10) 0.10 25.4 3 85.94 9.06 3.359 0.98( 0.10) 0.10 26.0 4 85.81 9.60 3.246 0.98( 0.10) 0.10 26.9 5 84.81 10.69 3.042 0.98( 0.10) 0.10 28.7 6 80.77 12.54 2.765 0.98( 0.10) 0.10 30.4 7 78.24 13.30 2.668 0.98( 0.10) 0.10 30.7 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH /HR) 1 101.71 7.22 3.850 2 109.29 8.84 3.410 3 109.94 9.06 3.359 4 110.26 9.49 3.267 5 110.28 9.60 3.246 6 109.78 10.69 3.042 7 109.19 11.03 2.985 8 103.97 12.54 2.765 9 100.61 13.30 2.668 TOTAL AREA(ACRES) - 39.51 Fp(Fm) Ap Ae (INCH /HR) (ACRES) 0.98( 0.10) 0.10 26.7 0.98( 0.10) 0.10 32.6 0.98( 0.10) 0.10 33.4 0.98( 0.10) 0.10 34.4 0.98( 0.10) 0.10 34.7 0.98( 0.10) 0.10 37.2 0.98( 0.10) 0.10 37.8 0.98( 0.10) 0.10 39.2 0.98( 0.10) 0.10 39.5 HEADWATER NODE 14.00 10.00 12.00 6.00 8.00 4.00 1.00 2470.00 FEET. HEADWATER NODE 14.00 10.00 12.00 18.00 6.00 8.00 16.00 4.00 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 110.28 Tc(MIN.) - 9.598 EFFECTIVE AREA(ACRES) 34.70 AREA- AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) - 39.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 - 2470.00 FEET. ............ _ .......... _ ....... _ .................................... ________ END OF STUDY SUMMARY: TOTAL AREA(ACRES) 39.51 TC(MIN.) 9.60 EFFECTIVE AREA(ACRES) 34.70 AREA- AVERAGED Fm(INCH /HR)= 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 PEAK FLOW RATE(CFS) = 110.28 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 101.71 7.22 3.850 0.98( 0.10) 0.10 26.7 14.00 2 109.29 8.84 3.410 0.98( 0.10) 0.10 32.6 10.00 3 109.94 9.06 3.359 0.98( 0.10) 0.10 33.4 12.00 4 110.26 9.49 3.267 0.98( 0.10) 0.10 34.4 18.00 5 110.28 9.60 3.246 0.98( 0.10) 0.10 34.7 6.00 6 109.78 10.69 3.042 0.98( 0.10) 0.10 37.2 8.00 7 109.19 11.03 2.985 0.98( 0.10) 0.10 37.8 16.00 8 103.97 12.54 2.765 0.98( 0.10) 0.10 39.2 4.00 9 100.61 13.30 2.668 0.98( 0.10) 0.10 39.5 1.00 END OF RATIONAL METHOD ANALYSIS +ff 1f lf1t 1f 1ff #iffit•ff if tf if fftffffff• flft fff #1f 11tff if tf tfff lff•f#tif ♦+f 1♦ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 xfffrf ++ffff#• + +f +lf tff+f• DESCRIPTION OF STUDY wlf wff tfffffitfrtfffef rf+♦ * Regency Commercial Property * Proposed Conditions Analysis ' * 25 Year Storm ' •t4tf x+lf #1f#f +fl+f llf++ff 1ff111f+f+ff #f #i#+f++xff #tf ++f tf l+ffffft #ft + # + x+ FILE NAME: 01900P25.DAT TIME /DATE OF STUDY: 13:04 06/30/2002 = = USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION = *TIME OF- CONCENTRATION MODEL* USER SPECIFIED STORM EVENT(YEAR) 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE - 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.2481 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD' *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) = = 1 30 0 = 20s0 == 09018 /Os018/0 020 0 67 2'00 Oa0312 Oa167 0601s0 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED f -------- --- ----- ---------- ------- - - - - -- - -- -- ----- ---------------- -- - - -- -+ 1 25 Year Conceptual Post - Developed Analysis t -- -- ---- - - - -- - ----------------------------- ---- ----- ---- ---- ----- --- - - - - -+ + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + I AREA "A" I + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + rfR #Rffff :wRf :rrrrRrRxf wfr :x #rt►rfrffffflrrrf w ►fffrfxrkfRR #xwRrfrRf4wRRf♦1wx FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- > » RATIONAL METHOD INITIAL SUBAREA ANALYSIS« >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) - 79.30 DOWNSTREAM(FEET) = 73.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.770 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.708 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.10 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 13.32 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 13.32 xRr#+ rtt: fwwR: • : +ffffx +tf♦rr + +rxf :rw }•+faxr +: Rffx + # :ffrxw +f•rRfxxwffflrx : #r: FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ---------------------------------------------------------------------------- » » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« << > » USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)< « REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 7.54 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 13.32 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) - 9.88 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 650.00 FEET. fffffftwfRlf lff4ffff►ffRffr#Rf Off if iR if ffff! RfffiwRf Rff xf lRRlfx+rffRff Rfxf }4 FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE - 41 ---------------------------------------------------------------------------- » >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< » >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< «< ................ = 090200 =_ ===________ ________ REPRESENTATIVE SLOPE _ FLOW LENGTH(FEET) - 400.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 9.42 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES • 1 PIPE- FLOW(CFS) . 13.32 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) - 10.59 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 = 1050.00 FEET. ♦ xRf4Rf +fxRfffffirfffRifffrffffflxxff rffRfxfRfff xffRf ifw►tf Rf xff ♦ffx ♦kf lx +ff FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------- ----- ---- -- -- ----- --- -- - --- - -- > » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« << TOTAL =;; EAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.59 RAINFALL INTENSITY(INCH /HR) = 3.53 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 4.10 TOTAL STREAM AREA(ACRES) - 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE - 13.32 f4lxxwrR4f lx iff4 fifffff!! xi# RfRfxfffitRfffxftRRfffx #kRRff+ffxf RR ltf4 #fffxfff FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- » > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 79.30 DOWNSTREAM(FEET) = 67.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 9.771 * 25 YEAR RAINFALL INTENSITY(INCH /HR) - 3.708 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.99 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) 19.47 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) = 19.47 xflfffRf OffffRfflxxwf Rffl#ftff4R if iff }4fff #! }iffffrk ►RR#4ff41f ►ffRfffx #ARfff FLOW PROCESS FROM NODE 5.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< » >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< : :_W;-- ________ _______________________________ REPRESENTATILOE 0.0 FLOW LENGTH(FEET) - 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) • 10.45 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 19.47 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) - 9.85 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 100.00 = 800.00 FEET. f ffff }f4f1f•f lffw4fff4fff rf Rf4ff 11f ffR4f lffffRffffflx lRR }f if xfflrfffffrff #tf FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------------------- . » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «< _____ ..................... ____ ... __ .......... TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.85 RAINFALL INTENSITY(INCH /HR) = 3.69 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.99 TOTAL STREAM AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.47 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.32 10.59 3.534 0.98( 0.10) 0.10 4.1 1.00 2 19.47 9.85 3.690 0.98( 0.10) 0.10 6.0 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 32.43 9.85 3.690 0.98( 0.10) 0.10 9.8 4.00 2 31.94 10.59 3.534 0.98( 0.10) 0.10 10.1 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.43 Tc(MIN.) = 9.85 EFFECTIVE AREA(ACRES) = 9.80 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.09 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 = 1050.00 FEET f:## r: xww* af♦♦ *rRR #f #wffff : + +wrwaafff :rrw rf : :f: #Aral Rf #fxfrx *arafffr :rraRrfr FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 41 ---------------------------------------------------------------------------- >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « « REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 150.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.91 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) = 32.43 PIPE TRAVEL TIME(MIN.) = 0.21 WMIN.) - 10.06 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 101.00 = 1200.00 FEET. f #f fff #fffrf rfffRf rrrxf if affffffffffff tfrfffRRfff +rff • lfffff if if AR if fffffffk FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 46 ---------------------------------------------------------------------------- » »>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA« <<< >, USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< P SLOPE 0 0100a=j :. =_ :_..__. _: .._.: FLOW LENGTH(FEET) = 120.00 MANNING'S N - 0.013 GIVEN BOX BASEWIDTH(FEET) - 8.00 GIVEN BOX HEIGHT(FEET) 4.00 FLOWDEPTH IN BOX IS 0.57 FEET BOX -FLOW VELOCITY(FEET /SEC.) - 7.14 BOX- FLOW(CFS) - 32.43 BOX -FLOW TRAVEL TIME(MIN.) = 0.28 TC(MIN.) - 10.34 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 102.00 - 1320.00 FEET. wwf #w►RfR #fr #•wf Rf rr:# f*+ R♦#:•♦ ffRaRRffrwRaR: + * + +af• + #f +Rff *ff#a # *aar•!•waaa FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 - --- -------------------------------- ----- ------ -- ----------- --- ---- - - - ---- >>> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE << TOT NUMBER OF STREAMS : = = 2 AL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 10.34 RAINFALL INTENSITY(INCH /HR) = 3.58 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 9.80 TOTAL STREAM AREA(ACRES) = 10.09 PEAK FLOW RATE(CFS) AT CONFLUENCE - 32.43 ft itfR}}• ff#r R*f ff ff i* Rff#* f# f #ffff # # *# * # ♦r # #!A ♦Rffkf #! #ff * *f Rf #f #f! * #Rfff #f FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 ---------------------------------------------------------------------------- r> » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(PEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 76.87 DOWNSTREAM(FEET) = 65.67 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.328 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.407 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 3.24 0.98 0.10 32 7.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.10 SUBAREA RUNOFF(CFS) 12.57 TOTAL AREA(ACRES) = 3.24 PEAK FLOW RATE(CFS) - 12.57 afR } ►f #•Arffftf #iiAkfkR # #lfff }rf RfflfffRfffAf ♦RRf4ffw! #f #f *ffkAfffff if if xw *• FLOW PROCESS FROM NODE 7.00 TO NODE 102.00 IS CODE = 41 ---------------------------------------------------------------------------- >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< » >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< _____:::______ ................................ _ ........ _ ...... __ :__-________ REPRESENTATIVE SLOPE - 0.0200 FLOW LENGTH(FEET) = 15.00 MANNING'S N . 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 9.22 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) = 12.57 PIPE TRAVEL TIME(MIN.) - 0.03 Tc(MIN.) = 7.35 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 102.00 - 465.00 FEET. lrffrffffff #rfffRRff rfffR ♦ffff ♦ # #fff•Af # #ff llkfffR #Rffff }f if lffaRfffffffffff FLAW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE - 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< > » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-« __________ _ .... _________... __ _______ _________ TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.35 RAINFALL INTENSITY(INCH /HR) - 4.40 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) • 3.24 TOTAL STREAM AREA(ACRES) = 3.24 PEAK FLOW RATE(CFS) AT CONFLUENCE - 12.57 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 32.43 10.33 3.586 0.98( 0.10) 0.10 9.8 4.00 1 31.94 11.07 3.440 0.98( 0.10) 0.10 10.1 1.00 2 12.57 7.35 4.397 0.98( 0.10) 0.10 3.2 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 41.01 7.35 4.397 0.98( 0.10) 0.10 10.2 6.00 2 42.62 10.33 3.586 0.98( 0.10) 0.10 13.0 4.00 3 41.71 11.07 3.440 0.98( 0.10) 0.10 13.3 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.62 Tc(MIN.) - 10.33 EFFECTIVE AREA(ACRES) 13.04 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap - 0.10 TOTAL AREA(ACRES) = 13.33 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 102.00 = 1320.00 FEET f waxxa:f raaffff +aaRaaa♦ :Rwar +f + :wxfra♦ + ++rrrRR r+arwlaaf♦ :+arRf lRa♦ :►w :wfaa :+ FLAW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 46 » »> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA <<<<< » >>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « « < REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) - 400.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) - 8.00 GIVEN BOX HEIGHT(FEET) - 4.00 FLOWDEPTH IN BOX IS 0.67 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 7.90 BOX- FLOW(CFS) - 42.62 BOX -FLOW TRAVEL TIME(MIN.) = 0.84 TC(MIN.) - 11.18 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 = 1720.00 FEET. ff+f axlRf+f!!ff!lf+llff iffffllRflffff+iffflRf! ♦af iff+RlffffffRaf•1ff111x /fff FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< _:_______________ _______________________________ TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 11.18 RAINFALL INTENSITY(INCH /HR) - 3.42 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 13.04 TOTAL STREAM AREA(ACRES) = 13.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.62 iff afr ♦f rff //f affflxffflfflf +ffflrfkaf if xf aRffiffffRff of iffxffffRf wfffrRfa +f FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 ---------------------------------------------------------------------------- » > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « < >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ...... = .................... = ............ =.= ....... INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 77.50 DOWNSTREAM(FEET) = 71.44 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] **0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.345 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.809 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.86 0.98 0.10 32 9.35 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) 19.57 TOTAL AREA(ACRES) . 5.86 PEAK FLOW RATE(CFS) - 19.57 ixxlRffffRiaf kalif a♦ xrffla RrarRl a•+farRlrRaffwaalRarfarfxffRaaf +rf awr R+ :arwww FLOW PROCESS FROM NODE 9.00 TO NODE 103.00 IS CODE = 41 ---------------------------------------------------------------------------- » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA -< << >>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)< « ::___::__=______________:__:__:_:::________:____:_____:__- REPRESENTATIVE SLOPE - 0.0200 FLOW LENGTH(FEET) - 15.00 MANNING'S N - 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 11.08 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 19.57 . PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.37 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 103.00 = 565.00 FEET. 1R+afiff wfffffff•ffRafffflf ffRlff+ffaRf +Riff lfRafaafflff lffRxwwf }f 1f+f lRafff FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< = = = .............. TOTAL NUMBER OF STREAMS =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 9.37 RAINFALL INTENSITY(INCH /HR) = 3.80 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 5.86 TOTAL STREAM AREA(ACRES) . 5.86 PEAK FLOW RATE(CFS) AT CONFLUENCE - 19.57 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 59.60 8.19 4.121 0.98( 0.10) 0.10 15.3 6.00 2 61.22 9.37 3.803 0.98( 0.10) 0.10 17.2 8.00 3 60.20 11.15 3.426 0.98( 0.10) 0.10 18.9 4.00 4 58.62 11.88 3.298 0.98( 0.10) 0.10 19.2 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.22 Tc(MIN.) = 9.37 EFFECTIVE AREA(ACRES) = 17.20 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 19.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 = 1720.00 FEET. R #* #tixwRRlfffxxlxRwwffff xf axrxlwrtf Rk }xxfff #f ttf ktffwxax rf taxRf Rxflif ffffwf FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 46 --COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA « « - » »>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 500.00 MANNING'S N 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 0.85 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 9.01 BOX- FLOW(CFS) = 61.22 BOX -FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 10.29 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. f}ff ffaff lffifffwfffffrwfwrRa ♦flfff•fxtf xfffffff lff if R•lfffflf }fffffflffff of FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE - 10 ---------------------------------------------------------------------------- » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « RRfffff•} }1f••fffff }ffflfwlffll wfffffffflfffftiff lfffRfffflff!•lfRf ifffffR }} FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE - 21 ---------------------------------------------------------------------------- >> »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «< < >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ... _______:.......................................................... INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) - 77.95 DOWNSTREAM(FEET) 60.00 Tc - K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.924 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.205 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 7.92 98 15.60 astrflff} lf: ff wffwafffwRffffflffw ♦ :ffrfRffflf lftlfx ♦wf wfff rffffwrrf ♦ffffRA!• FLOW PROCESS FROM NODE 11.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< «< REPRESENTATIVE SLOPE _` 0.0200 :________________ __ FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) - 8.83 PIPE FLOW VELOCITY - (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) - 15.60 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 750.00 FEET. Rkwfffffffwra :awf rffrf }fffaf wffw wRRif} Rffff frfw fxrw * #fffffffwfw :w•rxwwRlwrxr FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE - 1 ---------------------------------------------------------------------------- .>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ==.= TOTAL NUMBER OF = STREAMS - 2 =_________._ _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 8.21 RAINFALL INTENSITY(INCH /HR) - 4.12 AREA- AVERAGED Fm(INCH /HR) - 0.10 AREA- AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.22 TOTAL STREAM AREA(ACRES) - 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE - 15.60 fRfffffff•fffwffffffRf }ff! }f if fffffffflRlfw}wfflfffflf ffifflR4rwffff Rffffkwf FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >> »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 7;_______ ............................ _ ........ _ ....... __------_-----_-_-_- INITIAL SUBAREA PLOW- LENGTH(FEET) - 700.00 ELEVATION DATA: UPSTREAM(FEET) - 77.50 DOWNSTREAM(FEET) 56.00 TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) - 8.384 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.065 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.97 0.98 0.10 32 8.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA TC AND LOSS RATE DATA(AMC II): ** CONFLUENCE DATA *+ DEVELOPMENT TYPE/ SCS SOIL AREA Fp STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER LAND USE GROUP (ACRES) (INCH /HR) NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE COMMERCIAL A 4.22 0.98 1 41.01 8.19 4.121 0.98( 0.10) 0.10 10.2 6.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ 1 42.62 11.15 3.426 0.98( 0.10) 0.10 13.0 4.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 1 41.71 11.88 3.298 0.98( 0.10) 0.10 13.3 1.00 SUBAREA RUNOFF(CFS) = 15.60 2 19.57 9.37 3.803 0.98( 0.10) 0.10 5.9 8.00 TOTAL AREA(ACRES) - 4.22 PEAK FLOW RATE(CFS) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 59.60 8.19 4.121 0.98( 0.10) 0.10 15.3 6.00 2 61.22 9.37 3.803 0.98( 0.10) 0.10 17.2 8.00 3 60.20 11.15 3.426 0.98( 0.10) 0.10 18.9 4.00 4 58.62 11.88 3.298 0.98( 0.10) 0.10 19.2 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.22 Tc(MIN.) = 9.37 EFFECTIVE AREA(ACRES) = 17.20 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 19.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 = 1720.00 FEET. R #* #tixwRRlfffxxlxRwwffff xf axrxlwrtf Rk }xxfff #f ttf ktffwxax rf taxRf Rxflif ffffwf FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 46 --COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA « « - » »>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 500.00 MANNING'S N 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 0.85 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 9.01 BOX- FLOW(CFS) = 61.22 BOX -FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 10.29 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. f}ff ffaff lffifffwfffffrwfwrRa ♦flfff•fxtf xfffffff lff if R•lfffflf }fffffflffff of FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE - 10 ---------------------------------------------------------------------------- » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « RRfffff•} }1f••fffff }ffflfwlffll wfffffffflfffftiff lfffRfffflff!•lfRf ifffffR }} FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE - 21 ---------------------------------------------------------------------------- >> »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «< < >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ... _______:.......................................................... INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) - 77.95 DOWNSTREAM(FEET) 60.00 Tc - K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.924 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.205 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 7.92 98 15.60 astrflff} lf: ff wffwafffwRffffflffw ♦ :ffrfRffflf lftlfx ♦wf wfff rffffwrrf ♦ffffRA!• FLOW PROCESS FROM NODE 11.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< «< REPRESENTATIVE SLOPE _` 0.0200 :________________ __ FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) - 8.83 PIPE FLOW VELOCITY - (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) - 15.60 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 750.00 FEET. Rkwfffffffwra :awf rffrf }fffaf wffw wRRif} Rffff frfw fxrw * #fffffffwfw :w•rxwwRlwrxr FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE - 1 ---------------------------------------------------------------------------- .>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ==.= TOTAL NUMBER OF = STREAMS - 2 =_________._ _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 8.21 RAINFALL INTENSITY(INCH /HR) - 4.12 AREA- AVERAGED Fm(INCH /HR) - 0.10 AREA- AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.22 TOTAL STREAM AREA(ACRES) - 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE - 15.60 fRfffffff•fffwffffffRf }ff! }f if fffffffflRlfw}wfflfffflf ffifflR4rwffff Rffffkwf FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >> »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 7;_______ ............................ _ ........ _ ....... __------_-----_-_-_- INITIAL SUBAREA PLOW- LENGTH(FEET) - 700.00 ELEVATION DATA: UPSTREAM(FEET) - 77.50 DOWNSTREAM(FEET) 56.00 TC - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) - 8.384 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.065 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.97 0.98 0.10 32 8.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 21.32 TOTAL AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) = 21.32 fff #Rx+f #f /lff tff if Rf*wfffk #x1f ♦ffff Rf 4fRffff fff *f fff #f #*flfffffff 11f4itwff• FLOW PROCESS FROM NODE 13.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- >-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «< < REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) - 25.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 12.06 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 21.32 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.42 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 104.00 = 725.00 FEET. ++ + + + rt #fwf :i +w *f # # #lf wfa44w+ wt♦• 1f## wwfflf +w♦f• +f + : ++ + ++ fxww #wf ++ ++f rxwtf FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- -» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « » » -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.42 RAINFALL INTENSITY(INCH /HR) = 4.05 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.97 TOTAL STREAM AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.32 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.60 8.21 4.117 0.98( 0.10) 0.10 4.2 10.00 2 21.32 8.42 4.055 0.98( 0.10) 0.10 6.0 12.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.71 8.21 4.117 0.98( 0.10) 0.10 10.0 10.00 2 36.68 8.42 4.055 0.98( 0.10) 0.10 10.2 12.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.71 TC(MIN.) - 8.21 EFFECTIVE AREA(ACRES) 10.04 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) - 10.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 - 750.00 FEET. #fffflf Rffffflfffllff if f!!•fffff if ♦f1fl /fffff!lfffllfff lf!!f lffff•iffffff ♦f♦ FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE - 41 ---------------------------------------------------------------------------- > » COMPUTE PIPE -FLOW TRAVEL TIME TNRU SUBAREA <<< > »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « << = = REPRESENTATIVE SLOPE _ =Os0 200===:=_:_____ __________________________ :____ FLOW LENGTH(FEET) = 150.00 MANNING'S N - 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) - 11.69 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) - 36.71 PIPE TRAVEL TIME(MIN.) - 0.21 Tc(MIN.) - 8.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 900.00 FEET. f1lfif #fflkf iff # #/flffff4Rfflf #if tf#fl /f #f4iwf w4f11+#f lfflf #k 1f 4f # #wAf lfRi4w FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 11 ---------------------------------------------------------------------------- » >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY- < ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.71 8.42 4.054 0.98( 0.10) 0.10 10.0 10.00 2 36.68 8.63 3.994 0.98( 0.10) 0.10 10.2 12.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 - 900.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 59.60 9.11 3.867 0.98( 0.10) 0.10 15.3 6.00 2 61.22 10.26 3.601 0.98( 0.10) 0.10 17.2 8.00 3 60.20 12.03 3.273 0.98( 0.10) 0.10 18.9 4.00 4 58.62 12.76 3.160 0.98( 0.10) 0.10 19.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 94.53 8.42 4.054 0.98( 0.10) 0.10 24.2 10.00 2 95.05 8.63 3.994 0.98( 0.10) 0.10 24.7 12.00 3 95.08 9.11 3.867 0.98( 0.10) 0.10 25.5 6.00 4 94.20 10.26 3.601 0.98( 0.10) 0.10 27.4 8.00 5 90.08 12.03 3.273 0.98( 0.10) 0.10 29.1 4.00 6 87.44 12.76 3.160 0.98( 0.10) 0.10 29.4 1.00 TOTAL AREA(ACRES) - 29.38 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 95.08 Tc(MIN.) = 9.113 EFFECTIVE AREA(ACRES) - 25.53 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.38 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. ft1Rflflf #1 /ffffR!!1f #f 1f ♦fftf if ll fff•ffff!!#1f 4ff4#ff 1f 1f11fff4fff 1f if wwRlf FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE - 46 ---------------------------------------------------------------------------- >> »> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA« « » »>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « <<< 77 REPRESENTATIVE SLOPE = 0 0100 FLOW LENGTH(FEET) = 50.00 MANNING'S N a 0.013 GIVEN BOX BASEWIDTH(FEET) - 8.00 GIVEN BOX HEIGHT(FEET) - 4.00 FLOWDEPTH IN BOX IS 1.13 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 10.50 BOX- FLOW(CFS) = 95.08 BOX -FLOW TRAVEL TIME(MIN.) x 0.08 Tc(MIN.) - 9.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 = 2270.00 FEET. r f xff lRlf }ffitRjfffffffffffflfff if ffff }ffff ffff lfff4f Rffkf if txiffR11111f R }!ff FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE << .... = .............. TOTAL NUMBER OF STREAMS = - - _ Z_ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.19 RAINFALL INTENSITY(INCH /HR) = 3.85 AREA- AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 25.53 TOTAL STREAM AREA(ACRES) = 29.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 95.08 wxwxxffR :xxfRRfwxwffffxllf rf xwwffaiiwf }fflRwrf Rf lrxxtf }Rffarwf xR :fff :if xf Rff FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 ---------------------------------------------------------------------------- »> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« << >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) 54.64 Tc - K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) - 6.854 * 25 YEAR RAINFALL INTENSITY(INCH /HR) - 4.587 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.35 0.98 0.10 32 6.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap x 0.10 SUBAREA RUNOFF(CFS) = 5.46 TOTAL AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) = 5.46 ♦lffRf Rffffff ffff!! ffff!! if Rffffffffff ifffif ffff if ifRtlffffiff ift if if if ffff! FLOW PROCESS FROM NODE 15.00 TO NODE 106.00 IS CODE - 41 ---------------------------------------------------------------------------- >> »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< zzs=saa=s=z assss=z sszz sx== ssz sz xsa......= .... .................. ..... ...... .x REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 15.00 MANNING'S N a 0.013 ASSUME FULL - FLAWING PIPELINE PIPE -FLAW VELOCITY(FEET /SEC.) - 6.95 GIVEN PIPE DIAMETER(INCH) z 12.00 NUMBER OF PIPES = 1 PIPE- FLAW(CFS) - 5.46 PIPE TRAVEL TIME(MIN.) a 0.04 TC(MIN.) - 6.89 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 106.00 . 365.00 FEET. flf tfffff fifffff} ff ftffflRfffxlfffff }}ffftitffffff if fff }} }fffifflfxRf if xRffi FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< .. ......•.. ..x ........ = . ............= ...... TOTAL STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.89 RAINFALL INTENSITY(INCH /HR) = 4.57 AREA- AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 1.35 TOTAL STREAM AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE - 5.46 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 94.53 8.50 4.032 0.98( 0.10) 0.10 24.2 10.00 1 95.05 8.71 3.973 0.98( 0.10) 0.10 24.7 12.00 1 95.08 9.19 3.848 0.98( 0.10) 0.10 25.5 6.00 1 94.20 10.34 3.585 0.98( 0.10) 0.10 27.4 8.00 1 90.08 12.11 3.261 0.98( 0.10) 0.10 29.1 4.00 1 87.44 12.83 3.149 0.98( 0.10) 0.10 29.4 1.00 2 5.46 6.89 4.573 0.98( 0.10) 0.10 1.4 14.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 92.63 6.89 4.573 0.98( 0.10) 0.10 21.0 14.00 2 99.33 8.50 4.032 0.98( 0.10) 0.10 25.6 10.00 3 99.78 8.71 3.973 0.98( 0.10) 0.10 26.1 12.00 4 99.65 9.19 3.848 0.98( 0.10) 0.10 26.9 6.00 5 98.45 10.34 3.585 0.98( 0.10) 0.10 28.7 8.00 6 93.94 12.11 3.261 0.98( 0.10) 0.10 30.4 4.00 7 91.16 12.83 3.149 0.98( 0.10) 0.10 30.7 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 99.78 Tc(MIN.) - 8.71 EFFECTIVE AREA(ACRES) 26.07 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 TOTAL AREA(ACRES) x 30.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 . 2270.00 FEET. fffffffffffffffflfff ifffffffiffff }f! ♦f ifflflfrif if •fffflffwffffffflrf ♦RflRRf FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE = 46 ---------------------------------------------------------------------------- »> »COMPUTE BOX -FLAW TRAVEL TIME THRU SUBAREA« << »» >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< x= a=. x===....===x=a.==..__..__=.==.a=..=====z ==.. =._._...= ..a =. = ==..=a= = = = =: REPRESENTATIVE SLOPE - 0.0100 FLOW LENGTH(FEET) . 200.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 1.17 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 10.67 BOX- FLOW(CFS) - 99.78 BOX -FLOW TRAVEL TIME(MIN.) = 0.31 TOMIN.) - 9.02 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. #ffiflff } }ffi!ltf iffRlff fff lfk ffffRf }iffffffffw }lfffffffflf•f iff Affffwwf RfRt FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE - 10 ------------- ---------- ----- --- -- ---- ------ -------------------------------- » »,MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK B 2 « «< ##!: r} ffRwfffff rff♦f frRr fff :fwlRfff :fA!lfffifrffwfff ff►ffwfffff}rwf lrf iffif♦ FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE - 21 ---------------------------------------------------------------------------- >> »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS- «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 76.89 DOWNSTREAM(FEET) = 66.26 Tc = K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.232 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.837 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.97 0.98 0.10 32 9.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 23.45 TOTAL AREA(ACRES) = 6.97 PEAK FLOW RATE(CFS) 23.45 •RRtflfffAtfffRfrRA #riff #RRiffifiRwRff11f f4Rf Aff if #Ri!#fffRiif #R}fffffRtf Aff FLOW PROCESS FROM NODE 17.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- > »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « > > >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « « REPRESENTATIVE SLOPE = 0.0100 = FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.47 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 23.45 PIPE TRAVEL TIME(MIN.) = 1.08 TC(MIN.) = 10.31 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 - 1200.00 FEET. • #f #fwfffAffffft!•lffffAf kf } }flfrffff!! #ffRwlffiffAf lfffffrf lfffAlf!lfff lfff FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE - 1 ---------------------------------------------------------------------------- >>>>,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< OT TAL MB NUER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 10.31 RAINFALL INTENSITY(INCH /HR) = 3.59 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) 6.97 TOTAL STREAM AREA(ACRES) = 6.97 PEAK FLOW RATE(CFS) AT CONFLUENCE - 23.45 }RlffAAfffA }#kfffflt lfflf of iffiflfiffARffffffff #f lffiff Af if #fffff lffiffRA }• FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE - 21 ---------------------------------------------------------------------------- >> »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- .......... .... = ............. ==== ............... INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) - 66.87 DOWNSTREAM(FEET) = 60.75 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 8.809 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.946 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.81 0.98 0.10 32 8.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 6.27 TOTAL AREA(ACRES) - 1.81 PEAK FLOW RATE(CFS) = 6.27 ### fff frf fwA fffffftiff4lfffffffff #fffffRAf Rfffffffff wf Rl4fff RiltAtffffiRifff FLOW PROCESS FROM NODE 19.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- >> »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« << » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« <<< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 8.81 RAINFALL INTENSITY(INCH / HR) - 3.95 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 1.81 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE - 6.27 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 23.45 10.31 3.590 0.98( 0.10) 0.10 7.0 16.00 2 6.27 8.81 3.946 0.98( 0.10) 0.10 1.8 18.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 28.34 8.81 3.946 0.98( 0.10) 0.10 7.8 18.00 2 29.14 10.31 3.590 0.98( 0.10) 0.10 8.8 16.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: m._ PEAK FLOW RATE(CFS) = 29.14 Tc(MIN.) = 10.31 EFFECTIVE AREA(ACRES) 8.78 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) - 8.78 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 - 1200.00 FEET firl fkRrrfiiwifffifRafflfwf lffrffff ♦ } }fff lfffiffff/f •ff }af }f lrf }ffffffiffrf} FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 ---------------------------------------------------------------------------- COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< > » USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REP =__: :_ RESENTATIVE SLOPE - 0 0100 FLOW LENGTH(FEET) = 350.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 8.89 GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) - 29.14 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) - 10.97 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. wraiaaiiww} f: rr} ifrww }f :wwwwaf :irwrrwlfifrr }tia :f lkf ririwif }aaffi :rwaaif rr :r FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 11 ---------------------------------------------------------------------------- » »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY «< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 28.34 9.47 3.779 0.98( 0.10) 0.10 7.8 18.00 2 29.14 10.97 3.459 0.98( 0.10) 0.10 8.8 16.00 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 92.63 7.20 4.452 0.98( 0.10) 0.10 21.0 14.00 2 99.33 8.80 3.948 0.98( 0.10) 0.10 25.6 10.00 3 99.78 9.01 3.894 0.98( 0.10) 0.10 26.1 12.00 4 99.65 9.48 3.776 0.98( 0.10) 0.10 26.9 6.00 5 98.45 10.62 3.527 0.98( 0.10) 0.10 28.7 8.00 6 93.94 12.40 3.215 0.98( 0.10) 0.10 30.4 4.00 7 91.16 13.12 3.108 0.98( 0.10) 0.10 30.7 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.14 7.20 4.452 0.98( 0.10) 0.10 26.9 14.00 2 126.89 8.80 3.948 0.97( 0.10) 0.10 32.8 10.00 3 127.58 9.01 3.894 0.97( 0.10) 0.10 33.5 12.00 4 128.00 9.47 3.779 0.98( 0.10) 0.10 34.6 18.00 5 128.00 9.48 3.776 0.98( 0.10) 0.10 34.7 6.00 6 127.41 10.62 3.527 0.98( 0.10) 0.10 37.3 8.00 7 126.71 10.97 3.459 0.98( 0.10) 0.10 37.9 16.00 8 120.97 12.40 3.215 0.98( 0.10) 0.10 39.2 4.00 9 117.25 13.12 3.108 0.98( 0.10) 0.10 39.5 1.00 TOTAL AREA(ACRES) = 39.51 'l r"' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 128.00 Tc(MIN.) = 9.479 EFFECTIVE AREA(ACRES) 34.65 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap - 0.10 TOTAL AREA(ACRES) - 39.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. ...... END OF STUDY =9UMMARY===_ ............. _ .............. __ ........ TOTAL AREA(ACRES) 39.51 TC(MIN.) 9.48 EFFECTIVE AREA(ACRES) 34.65 AREA - AVERAGED Fm(INCH /HR)= 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) 128.00 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.14 7.20 4.452 0.98( 0.10) 0.10 26.9 14.00 2 126.89 8.80 3.948 0.97( 0.10) 0.10 32.8 10.00 3 127.58 9.01 3.894 0.97( 0.10) 0.10 33.5 12.00 4 128.00 9.47 3.779 0.98( 0.10) 0.10 34.6 18.00 5 128.00 9.48 3.776 0.98( 0.10) 0.10 34.7 6.00 6 127.41 10.62 3.527 0.98( 0.10) 0.10 37.3 8.00 7 126.71 10.97 3.459 0.98( 0.10) 0.10 37.9 16.00 8 120.97 12.40 3.215 0.98( 0.10) 0.10 39.2 4.00 9 117.25 13.12 3.108 0.98( 0.10) 0.10 39.5 1.00 END OF RATIONAL METHOD ANALYSIS f+ ►f+laff+fl+lfi+fllf!laaf 11f1fffffffffl+f4 /RfRlffflllaf Rffffffwffaf+++fffff RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 +wf rxw #Iaaa►f : :fflfarf +4w: DESCRIPTION OF STUDY * * * f •f :a+ffrax # #f afalffr+f * Regency Commercial Property * Proposed Conditions Analysis * 100 Year Analysis +aa # # #f #l+f rff ffwlfff :fxrw :a :atararrrflfaa+af xf #r #aaaaxf+l+ + +rx4wa #agar a+f FILE NAME: 01900P1H.DAT TIME /DATE OF STUDY: 13:05 06/30/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- •TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 12.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5800 SLOPE OF INTENSITY DURATION CURVE - 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30. = 20 0 0 018 /0.018 /0 020 = 0.67 = 2.00 0 0312 0 167 0.01;; GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ffffaffffffffffffffflf if of aaf afffff fffwfff/ ff Rafflf lffffffffff aft affff+f+fff FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« == INITIAL = SUBAREA FLOW- LENGTH(FEET) = = == 600.00 ELEVATION DATA: UPSTREAM(FEET) = 79.30 DOWNSTREAM(FEET) = 73.00 Tc - K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)] *•0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 9.770 * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 4.695 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.10 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 16.96 TOTAL AREA(ACRES) - 4.10 PEAK FLOW RATE(CFS) = 16.96 +rrrffwfffffaa : + +ff wfffflffff + + :ff«Ifffffafaa +lRf lffllffaa ++f :+ « « +x iff «aaaaa FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ---------------------------------------------------------------------------- »> >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< » > >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< = = = = REPRESENTATIVE SLOPE =0 FLOW LENGTH(FEET) = 50.00 MANNING'S N 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) - 9.60 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 16.96 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) - 9.86 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 650.00 FEET. ++ffff4fflf Rf afaaafwf 4fffffaff4+fflf wf Rf lffff++lfx1f w41lf4affaffR+afff +f ifk# FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE = 41 ----- --------------------------------------------------------------------- r - >> »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)« « ....... REPRESENTATIVE SLOPE = 0. = _______ : 0200 FLOW LENGTH(FEET) - 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 10.07 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 16.96 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 = 1050.00 FEET. Taff 4f if iffflfflfff!!l fff 4f .flat +ffffffffff «ffffRaakffaf if 4w+ff #ff R4a+laaa+f FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE - 1 ---------------------------------------------------------------------------- » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< = = NUMBER OF STREAMS = == 2 = = = = =____________ TOTAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.52 RAINFALL INTENSITY(INCH /HR) - 4.49 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 u " u " u EFFECTIVE STREAM AREA(ACRES) = 4.10 NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL STREAM AREA(ACRES) = 4.10 1 16.96 10.52 4.491 0.98( 0.10) 0.10 4.1 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.96 2 24.78 9.85 4.673 0.98( 0.10) 0.10 6.0 4.00 fiwwaawi #arraff #ffaafa :wx #fla :iwRaf afaai#af► +•arrfrllf wf #aar•Rx # # #faaaafraaw FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE - 21 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = = INITIAL SUBAREA FLOW- LENGTH(FEET) = 750. ___ 00 ELEVATION DATA: UPSTREAM(FEET) - 79.30 DOWNSTREAM(FEET) = 67.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 41.32 9.85 4.673 0.98( 0.10) 0.10 9.8 4.00 2 40.76 10.52 4.491 0.98( 0.10) 0.10 10.1 1.00 Tc = K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 9.771 * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 4.695 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.99 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 24.78 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) - 24.78 rr :afall►rfrrlawxwa of xawflaa :axaaw #f+ if if xxr #a #af arxarf ## #rralaaxraxxwf #1rr1 FLOW PROCESS FROM NODE 5.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<< > »-USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)< << REPRESENTATIVE SLOPE _ = 0.0200 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.14 GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) = 24.78 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.85 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 100.00 = 800.00 FEET. wxffrraaaa of fffaafxaf arfxlwawf waf raf aar♦♦xf rrlafffwffflffrf a :fawfw#wf aaf alra FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE . 1 ---------------------------------------------------------------------------- »> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «< < » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< .=;;=== TOTAL = NUMBER = OF STREAMS =__ =_ = =.____ :_ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.85 RAINFALL INTENSITY(INCH /HR) - 4.67 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 5.99 TOTAL STREAM AREA(ACRES) = 5.99 PEAK FLAW RATE(CFS) AT CONFLUENCE - 24.78 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLAW RATE(CFS) = 41.32 Tc(MIN.) = 9.85 EFFECTIVE AREA(ACRES) = 9.83 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 TOTAL AREA(ACRES) = 10.09 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 - 1050.00 FEET. + #f#f+axf #RR #ffaf if afffw•af++Rfaxrxa•if #fkR+ff++f axafwllff+ff+a+axkRaxa # #raf FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 41 --- --- - - - - --- - ------------------------------------------------------------ » >> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)< «< = = ............. REPRESENTATIVE SLOPE = 0 0200 FLOW LENGTH(FEET) - 150.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 12.57 GIVEN PIPE DIAMETER(INCH) . 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 41.32 PIPE TRAVEL TIME(MIN.) - 0.20 TC(MIN.) - 10.04 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 101.00 - 1200.00 FEET. Rffrf awr lwfffkra•aaf+axfwwf wffffffffawwrRf wff•+af affxraffffffwf #Rafffa+f affr FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 46 ---------------------------------------------------------------------------- » >>> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA << >>>>> USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « << == ... = _________ : : :_ REPRESENTATIVE SLOPE - 0 0100 FLOW LENGTH(FEET) - 120.00 MANNING'S N - 0.013 GIVEN BOX BASEWIDTH(FEET) - 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTfI IN BOX IS 0.66 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 7.81 BOX- FLOW(CFS) - 41.32 BOX -FLOW TRAVEL TIME(MIN.) - 0.26 Tc(MIN.) = 10.30 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 102.00 - 1320.00 FEET. wf wf wffaararaarwf xaarfwf wfaaf laffwf eff rf :aaa ufff of •Taff +fray ##rRf #r1♦♦♦riww FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< __•_•__._....._.:_:_: ...............•______:_ ....________...._______..._____ TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 10.30 RAINFALL INTENSITY(INCH /HR) . 4.55 AREA - AVERAGED Fm(INCH /HR) - 0.10 MUL AREA- AVERAGED Fp(INCH /HR) - 0.98 ** CONFLUENCE DATA ** AREA- AVERAGED Ap = 0.10 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER EFFECTIVE STREAM AREA(ACRES) = 9.83 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL STREAM AREA(ACRES) = 10.09 1 41.32 10.30 4.549 0.98( 0.10) 0.10 9.8 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE - 41.32 1 40.76 10.97 4.380 0.98( 0.10) 0.10 10.1 1.00 2 15.98 7.36 5.567 0.98( 0.10) 0.10 3.2 6.00 fi kltf iff!♦ 1fw++ if !!lfl + #lff+lRlfrf #ffff#rf!!r!fl afar!} #lRf affflwf a!lf 11 l+fr FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 ---------------------------------------------------------------------------- >>> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< = = =________ INITIAL SUBAREA FLOW-LENGTH(FEET) 450 00 ELEVATION DATA: UPSTREAM(FEET) - 76.87 DOWNSTREAM(FEET) 65.67 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.328 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.579 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) COMMERCIAL A 3.24 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 15.98 TOTAL AREA(ACRES) = 3.24 PEAK FLOW RATE(CFS) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 52.24 7.36 5.567 0.98( 0.10) 0.10 10.3 6.00 2 54.33 10.30 4.549 0.98( 0.10) 0.10 13.1 4.00 3 53.28 10.97 4.380 0.98( 0.10) 0.10 13.3 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 54.33 TOMIN.) = 10.30 Ap SCS Tc EFFECTIVE AREA(ACRES) 13.07 AREA - AVERAGED Fm(INCH /HR) = 0.10 (DECIMAL) CN (MIN.) AREA- AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 0.10 32 7.33 TOTAL AREA(ACRES) - 13.33 98 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 102.00 = 1320.00 FEET. 15.98 :llww +r + :a!!!! ++•aa♦rw #f of wf rww #f afffrfwrRfrf rrwwff :Tarrlwf if ♦f affaf alf #ww if FLOW PROCESS FROM NODE 7.00 TO NODE 102.00 IS CODE . 41 --------------------------- » >> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA << >> » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 9.05 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.98 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.36 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 102.00 = 465.00 FEET. 1f!lwaarflff #falkfflfrf Rfff !!f!!f #afaaf111flRaafff }ff} 1f 1l1f 1f Rff if if kf lff FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE . 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « __TO :__.....:________________'_____ . :_ ...._......._......_._......... TAL NUMBER OF STREAMS . 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.36 RAINFALL INTENSITY(INCH /HR) = 5.57 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 3.24 TOTAL STREAM AREA(ACRES) - 3.24 PEAK FLOW RATE(CFS) AT CONFLUENCE - 15.98 .f fitf## Rr1!! ff•!f♦# w# lrf flrlkffa ffl ffflwRaffffarR # # ♦faaafrrf! #+f af!!#i r! # ##f FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE - 46 ---------------------------------------------------------------------------- » >>> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA<<<<< » >>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) «< < =i = _ = == _____._____ REPRESENTATIVE SLOPE = O.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N - 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 0.79 FEET BOX -FLOW VELOCITY(FEET /SEC.) - 8.62 BOX- FLOW(CFS) - 54.33 BOX -FLOW TRAVEL TIME(MIN.) - 0.77 Tc(MIN.) = 11.07 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 - 1720.00 FEET. flifff#affaflfffff iff afflf #f#Rafffafflf klRlfRaffaaffrf #Rlaaf }fflfff!#f of of of FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< = ='=s •i = == = s == == =___: TOTAL NUMBER OF STREAMS = _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 11.07 RAINFALL INTENSITY(INCH /HR) - 4.36 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 13.07 TOTAL STREAM AREA(ACRES) = 13.33 PEAK FLOW RATE(CFS) AT CONFLUENCE - 54.33 ffffffawffffflfflff ♦•fafff affffffffffRfffflaff 111#fffffaf lfffaffffff lffaffff FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE - 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- = INITIAL SUBAREA FLOW-LENGTH(FEET) - 550.00 ELEVATION DATA: UPSTREAM(FEET) - 77.50 DOWNSTREAM(FEET) 71.44 Tc = K *((LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.345 * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 4.822 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.86 0.98 0.10 32 9.35 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 24.91 TOTAL AREA(ACRES) = 5.86 PEAK FLOW RATE(CFS) = 24.91 f * #alwR# afff }faafafRxlrrff*fw *lRRffaxlf larf af* }*fff *xx afflfff aff*xf afalrffaa FLOW PROCESS FROM NODE 9.00 TO NODE 103.00 IS CODE = 41 ---------------------------------------------------------------------------- >> » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< - » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 14.10 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 24.91 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.36 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 103.00 = 565.00 FEET. rrf:# a* axxwarraa *xrraf*x + }aarraxrx *wawarf aarwwwl♦rf xxxw +rrrf :ra rraf :raw + +rff FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 -------------------------------- > » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «< < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 9.36 RAINFALL INTENSITY(INCH /HR) = 4.82 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.86 TOTAL STREAM AREA(ACRES) = 5.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.91 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 52.24 8.12 5.245 0.98( 0.10) 0.10 10.3 6.00 1 54.33 11.04 4.362 0.98( 0.10) 0.10 13.1 4.00 1 53.28 11.71 4.212 0.98( 0.10) 0.10 13.3 1.00 2 24.91 9.36 4.816 0.98( 0.10) 0.10 5.9 8.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 75.82 8.12 5.245 0.98( 0.10) 0.10 15.3 6.00 2 78.04 9.36 4.816 0.98( 0.10) 0.10 17.3 8.00 3 76.85 11.04 4.362 0.98( 0.10) 0.10 18.9 4.00 4 75.00 11.71 4.212 0.98( 0.10) 0.10 19.2 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.04 Tc(MIN.) - 9.36 EFFECTIVE AREA(ACRES) = 17.31 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 19.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 = 1720.00 FEET. xwa *R!flof#affflk# #xaf #filar #aRf*w! }f ## #f aaxf lff *afff # # #xRa #fr # # ♦Rf xf Rf # #fff FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 46 ---------------------------------------------------------------------------- >>>>> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA« « > »>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) «< < = REPRESENTATIVE SLOPE = = 0.0100 = FLOW LENGTH(FEET) - 500.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 0.99 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 9.81 BOX- FLOW(CFS) = 78.04 BOX -FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. }arrrrrrffrlRRalrrrxaf#fflf • fraf #rwlaa ► aaff #f }wlrrf •f rf # #wf Rrlrrr♦ : :wrwarf la FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- » MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ♦Rl rf rrk#a # :efffwf afrafff R #!frlf rfwr!!flaf•xf #f11kf lflRaf rrrf #ff of aarara #w +w FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE - 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = = = INITIAL SUBAREA FLOW FLOW-LENGTH(FEET) 600.00 ELEVATION DATA: UPSTREAM(FEET) - 77.95 DOWNSTREAM(FEET) 60.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) - 7.924 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.323 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.22 0.98 0.10 32 7.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) 19.85 TOTAL AREA(ACRES) - 4.22 PEAK FLOW RATE(CFS) = 19.85 111wfRf 111flffflf llfa ►ff!lfaafaaf #ff lfraff*#ffflwf lfllfflf laflfRRf wRf rflraar FLOW PROCESS FROM NODE 11.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------- -- ------------ -- ------ -- - - - - -- » >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< = = = REPRESENTATIVE SLOPE _ 0.0200 FLOW LENGTH(FEET) = 150.00 MANNING'S N - 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) - 11.23 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) - 19.85 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) - 8.15 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 750.00 FEET. ftf tit !lfftltffiff#wRlffkf # #lffllff ((11((11 /f fff if iff #tfll if tiff ## ►!fffff ##! FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.15 RAINFALL INTENSITY(INCH /HR) = 5.24 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.22 TOTAL STREAM AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.85 fllffwtfwwwltRlwwAfRt tttA #(♦raft( A #wRf :•fwwwff lff #fRwflltlft♦ :wtAw lt♦f ♦f • :Aw FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 77.50 DOWNSTREAM(FEET) 56.00 Tc = K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.384 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.146 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.97 0.98 0.10 32 8.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 27.13 TOTAL AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) = 27.13 f•lflf fffff! lff# fffflllfflfflRRRlfffffffffffffllf tf #ffff /! #fftfffffffffffRff FLOW PROCESS FROM NODE 13.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) 25.00 MANNING'S N - 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 15.35 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 27.13 PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 8.41 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 104.00 725.00 FEET. ftif tfffffffkftfflf( fffff fRff ;ff!lfff#ffifllffflftfff Rf fffff # #f RfffRRlffik Rlf FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< >> » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< = == __ = = =______ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 8.41 RAINFALL INTENSITY(INCH /HR) = 5.14 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) 5.97 TOTAL STREAM AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE - 27.13 ** CONFLUENCE DATA ** STREAM Q Tc Intensity FP(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.85 8.15 5.236 0.98( 0.10) 0.10 4.2 10.00 2 27.13 8.41 5.136 0.98( 0.10) 0.10 6.0 12.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 46.64 8.15 5.236 0.98( 0.10) 0.10 10.0 10.00 2 46.59 8.41 5.136 0.98( 0.10) 0.10 10.2 12.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 46.64 Tc(MIN.) - 8.15 EFFECTIVE AREA(ACRES) 10.00 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) - 10.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 - 750.00 FEET. i lffflfRf lffffRffllf if tf lff Rfff•ffffif tf RRf# 1ff #fftlftiftittff tftft#ftwwl AfA FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- » >> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< «< ......................................................... REPRESENTATIVE SLOPE _ 0 0200 ___ :______ FLOW LENGTH(FEET) = 150.00 MANNING'S N - 0.013 ASSUME FULL- FLOWING PIPELINE PIPS -FLOW VELOCITY(FEET /SEC.) - 14.85 PIPE FLAW VELOCITY - (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) - 24.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 46.64 PIPE TRAVEL TIME(MIN.) - 0.17 TC(MIN.) - 8.32 iRff•if ff \ffff!} \fffffflfiff\fifff ♦!ffff if !!ffff }f \ff 1f 1111!! }f lff \•f }!!ffff FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE - 11 ---------------------------------------------------------------------------- » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY- < ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity FP(FM) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 46.64 8.32 5.172 0.98( 0.10) 0.10 10.0 10.00 2 46.59 8.58 5.075 0.98( 0.10) 0.10 10.2 12.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 900.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 75.82 8.97 4.943 0.98( 0.10) 0.10 15.3 6.00 2 78.04 10.18 4.580 0.98( 0.10) 0.10 17.3 8.00 3 76.85 11.85 4.180 0.98( 0.10) 0.10 18.9 4.00 4 75.00 12.51 4.048 0.98( 0.10) 0.10 19.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 =' 2220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 120.28 8.32 5.172 0.98( 0.10) 0.10 24.2 10.00 2 121.13 8.58 5.075 0.98( 0.10) 0.10 24.9 12.00 3 121.17 8.97 4.943 0.98( 0.10) 0.10 25.5 6.00 4 120.00 10.18 4.580 0.97( 0.10) 0.10 27.5 8.00 5 115.06 11.85 4.180 0.98( 0.10) 0.10 29.1 4.00 6 111.97 12.51 4.048 0.98( 0.10) 0.10 29.4 1.00 TOTAL AREA(ACRES) = 29.38 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 121.17 Tc(MIN.) = 8.966 EFFECTIVE AREA(ACRES) = 25.53 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 TOTAL AREA(ACRES) = 29.38 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. t► ffffffffff /f }ffflffflfflff\iffflfffft \!\ffff ffftfff 1tf if /lkff! } \f \f ffff!!! FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE - 46 ---------------------------------------------------------------------------- » >>> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA« <<< >> > >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT)<<<<< REPRESENTATI = VE SLOPE = = 0 = 0100 FLOW LENGTH(FEET) - 50.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) 4.00 FLOWDEPTH IN BOX IS 1.33 FEET BOX -FLOW VELOCITY(FEET /SEC.) - 11.38 BOX- FLOW(CFS) - 121.17 BOX -FLOW TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) - 9.04 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 - 2270.00 FEET. f• /f \lfffffffffff!!f } ffff\ ffff }fffffffffffffffffffffff ffffffffff }!llffflfflf FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE - 1 ---------------------------------------------- ------ --------------- --- - - - - -- TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 9.04 RAINFALL INTENSITY(INCH /HR) - 4.92 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 25.53 TOTAL STREAM AREA(ACRES) - 29.38 PEAK FLOW RATE(CFS) AT CONFLUENCE - 121.17 t\fffffff \ff \!!ffff ffff }f \• \f 1\fftf lfffflff }} ffff\ \ffftfflfff! }fff tff \!!ffff FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 54.64 Tc - K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]--0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.854 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.807 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.35 0.96 0.10 32 6.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 6.94 TOTAL AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) = 6.94 f if if Af!l ffff ►off 1f 1ff 1}f }fff111fftffffflf if !! \!!ffff \f ffff!! }\ff if }ffffffff FLOW PROCESS FROM NODE 15.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >> »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «< < >> » > USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REPRESENTATIVE SLOPE _ 0 0200 = =___ :_ : : :. FLOW LENGTH(FEET) - 15.00 MANNING'S N - 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) - 8.83 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 6.94 PIPE TRAVEL TIME(MIN.) - 0.03 TOMIN.) = 6.88 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 106.00 - 365.00 FEET. flffkflfffffflff ifffffffflfftffffffff }tf if fffffllffffit }!ffff \ffff ffffffffff FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE . 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< ______________••___••___•__•__._:_....__•____ :______ :__________•___________: TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 6.88 RAINFALL INTENSITY(INCH /HR) = 5.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 900.00 FEET. > » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< iRff•if ff \ffff!} \fffffflfiff\fifff ♦!ffff if !!ffff }f \ff 1f 1111!! }f lff \•f }!!ffff FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE - 11 ---------------------------------------------------------------------------- » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY- < ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity FP(FM) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 46.64 8.32 5.172 0.98( 0.10) 0.10 10.0 10.00 2 46.59 8.58 5.075 0.98( 0.10) 0.10 10.2 12.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 900.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 75.82 8.97 4.943 0.98( 0.10) 0.10 15.3 6.00 2 78.04 10.18 4.580 0.98( 0.10) 0.10 17.3 8.00 3 76.85 11.85 4.180 0.98( 0.10) 0.10 18.9 4.00 4 75.00 12.51 4.048 0.98( 0.10) 0.10 19.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 =' 2220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 120.28 8.32 5.172 0.98( 0.10) 0.10 24.2 10.00 2 121.13 8.58 5.075 0.98( 0.10) 0.10 24.9 12.00 3 121.17 8.97 4.943 0.98( 0.10) 0.10 25.5 6.00 4 120.00 10.18 4.580 0.97( 0.10) 0.10 27.5 8.00 5 115.06 11.85 4.180 0.98( 0.10) 0.10 29.1 4.00 6 111.97 12.51 4.048 0.98( 0.10) 0.10 29.4 1.00 TOTAL AREA(ACRES) = 29.38 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 121.17 Tc(MIN.) = 8.966 EFFECTIVE AREA(ACRES) = 25.53 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 TOTAL AREA(ACRES) = 29.38 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. t► ffffffffff /f }ffflffflfflff\iffflfffft \!\ffff ffftfff 1tf if /lkff! } \f \f ffff!!! FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE - 46 ---------------------------------------------------------------------------- » >>> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA« <<< >> > >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT)<<<<< REPRESENTATI = VE SLOPE = = 0 = 0100 FLOW LENGTH(FEET) - 50.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) 4.00 FLOWDEPTH IN BOX IS 1.33 FEET BOX -FLOW VELOCITY(FEET /SEC.) - 11.38 BOX- FLOW(CFS) - 121.17 BOX -FLOW TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) - 9.04 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 - 2270.00 FEET. f• /f \lfffffffffff!!f } ffff\ ffff }fffffffffffffffffffffff ffffffffff }!llffflfflf FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE - 1 ---------------------------------------------- ------ --------------- --- - - - - -- TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 9.04 RAINFALL INTENSITY(INCH /HR) - 4.92 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 25.53 TOTAL STREAM AREA(ACRES) - 29.38 PEAK FLOW RATE(CFS) AT CONFLUENCE - 121.17 t\fffffff \ff \!!ffff ffff }f \• \f 1\fftf lfffflff }} ffff\ \ffftfflfff! }fff tff \!!ffff FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 54.64 Tc - K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]--0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.854 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.807 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.35 0.96 0.10 32 6.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 6.94 TOTAL AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) = 6.94 f if if Af!l ffff ►off 1f 1ff 1}f }fff111fftffffflf if !! \!!ffff \f ffff!! }\ff if }ffffffff FLOW PROCESS FROM NODE 15.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >> »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «< < >> » > USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REPRESENTATIVE SLOPE _ 0 0200 = =___ :_ : : :. FLOW LENGTH(FEET) - 15.00 MANNING'S N - 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) - 8.83 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 6.94 PIPE TRAVEL TIME(MIN.) - 0.03 TOMIN.) = 6.88 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 106.00 - 365.00 FEET. flffkflfffffflff ifffffffflfftffffffff }tf if fffffllffffit }!ffff \ffff ffffffffff FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE . 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< ______________••___••___•__•__._:_....__•____ :______ :__________•___________: TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 6.88 RAINFALL INTENSITY(INCH /HR) = 5.79 ., AREA- AVERAGED FM(INCH /HR) = 0.10 AREA AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.35 TOTAL STREAM AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.94 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 120.28 8.39 5.145 0.98( 0.10) 0.10 24.2 10.00 1 121.13 8.65 5.050 0.98( 0.10) 0.10 24.9 12.00 1 121.17 9.04 4.920 0.98( 0.10) 0.10 25.5 6.00 1 120.00 10.25 4.562 0.97( 0.10) 0.10 27.5 8.00 1 115.06 11.92 4.166 0.98( 0.10) 0.10 29.1 4.00 1 111.97 12.58 4.034 0.98( 0.10) 0.10 29.4 1.00 2 6.94 6.88 5.793 0.98( 0.10) 0.10 1.4 14.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.31 6.88 5.793 0.98( 0.10) 0.10 21.2 14.00 2 126.42 8.39 5.145 0.98( 0.10) 0.10 25.6 10.00 3 127.16 8.65 5.050 0.98( 0.10) 0.10 26.2 12.00 4 127.05 9.04 4.920 0.98( 0.10) 0.10 26.9 6.00 5 125.44 10.25 4.562 0.97( 0.10) 0.10 28.9 8.00 6 120.02 11.92 4.166 0.98( 0.10) 0.10 30.5 4.00 7 116.77 12.58 4.034 0.98( 0.10) 0.10 30.7 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 127.16 Tc(MIN.) = 8.65 EFFECTIVE AREA(ACRES) = 26.22 AREA- AVERAGED Fm(INCH /HR) - 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 30.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 - 2270.00 FEET. RRtar : +rwff } }aaaf• :fRRaftaaf a +afa ++f wff RRR►f ++ +rwa } }ta +ff of +fw + # #rt }a }}a of t+ FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE = 46 ---------------------------------------------------------------------------- ,> » ,COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA<c«< » »,USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< REPRESENTATIVE = SLOPE = 030100 = FLOW LENGTH(FEET) - 200.00 MANNING'S N - 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) - 4.00 FLOWDEPTH IN BOX IS 1.37 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 11.60 BOX- FLOW(CFS) - 127.16 BOX -FLOW TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) • 8.94 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 - 2470.00 FEET. •• }ffffRffffffffffffffRf if Rf Rfff4f af►+ f 1ff• }f /11f f1fff lfffffiffffff /ff if lf+• FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE . 10 ---------------------------------------------------------------------------- »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK N 2 « « < ......................... .. ............................................. .. :. ff +fttffff wffffffff +fftff tf lffR ► }►kaf tffitiRi }► } ►ifff 4fftf RftiRRff }f #Rf R# }+f FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 ---------------------------------------------------------------------------- ,>» ,RATIONAL METHOD INITIAL SUBAREA ANALYSIS << >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = =INITIAL ... SUBAREA FLOW LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) • 76.89 DOWNSTREAM(FEET) = 66.26 Tc • K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.232 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.857 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.97 0.98 0.10 32 9.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 29.86 TOTAL AREA(ACRES) = 6.97 PEAK FLOW RATE(CFS) = 29.86 • +i +ff } ►fRai +fa : +ff Rfit +++ + + + ++ + ++ + + + + }f + + :f♦ +f wa }►Ra ► +a•fraw + #w # #i # #aRa ++ +► FLOW PROCESS FROM NODE 17.00 TO NODE 107.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)-- = == ________ REPRESENTATIVE SLOPE 0 0100 FLOW LENGTH(FEET) • 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 8.93 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) • 29.86 PIPE TRAVEL TIME(MIN.) - 1.03 Tc(MIN.) = 10.26 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 1200.00 FEET. faf+af+afffff Rf +a+tfff lfffffaf++ffirwf ►R }faatf laf w++t +af ifflf affaaR t+tafffft FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- , >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- <<< TOTAL NUMBER OF STREAMS =- 2 = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 10.26 RAINFALL INTENSITY(INCH /HR) • 4.56 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 6.97 TOTAL STREAM AREA(ACRES) - 6.97 PEAK FLOW RATE(CFS) AT CONFLUENCE 29.86 • +af +ff•afifffRf}Rf}f :ffiRffRaf atRff♦i ♦1rfR } :afraiff ►• :f ►ffaaf•• : : +awr :+ +ffa FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE . 21 ---------------------------------------------------------------------------- >> »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS «< < >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ...............................................................:_-_-_---_--- INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) - 66.87 DOWNSTREAM(FEET) - 60.75 Tc = K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 8.809 * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 4.996 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA pp LAND USE GROUP (ACRES) (INCH /HR) COMMERCIAL A 1.81 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 7.98 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 8.81 0.98 TOTAL AREA(ACRES) - 1.81 PEAK FLOW RATE(CFS) _ REPRESENTATIVE SLOPE - 0.0100 FLOW LENGTH(FEET) = 350.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 9.25 GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 37.12 PIPE TRAVEL TIME(MIN.) - 0.63 Tc(MIN.) - 10.89 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1 1550.00 FEET. ffff ♦tff lRfffi ♦if lfiiff•fffffiffif if if lf/f llf fffffffff if Rff iffff1f 111f ffffff FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE - 11 ---------------------------------------------------------------------------- 7.98 » >>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY <<<<< # #f ♦ ##! #f lff lffiffltf lfl f# ffflfffffff ffff lRfflR # # #ffflffflffffflf ifff tfffit# FLOW PROCESS FROM NODE 19.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- » > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.81 RAINFALL INTENSITY(INCH /HR) = 5.00 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.81 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.98 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 29.86 10.26 4.559 0.98( 0.10) 0.10 7.0 16.00 2 7.98 8.81 4.996 0.98( 0.10) 0.10 1.8 18.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.12 8.81 4.996 0.98( 0.10) 0.10 7.8 18.00 2 37.12 10.26 4.559 0.98( 0.10) 0.10 8.8 16.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 37.12 Tc(MIN.) - 10.26 EFFECTIVE AREA(ACRES) = 8.78 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) - 8.78 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 - 1200.00 FEET lffiffflfff!l111Rf Rf if lfffff lfffiffffffffflfff ♦ff1f 111ff1ffllf llffflfflfilff FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 ---------------------------------------------------------------------------- >> » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.12 9.44 4.792 0.98( 0.10) 0.10 7.8 18.00 2 37.12 10.89 4.399 0.98( 0.10) 0.10 8.8 16.00 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.31 7.17 5.652 0.98( 0.10) 0.10 21.2 14.00 2 126.42 8.67 5.045 0.98( 0.10) 0.10 25.6 10.00 3 127.16 8.92 4.957 0.98( 0.10) 0.10 26.2 12.00 4 127.05 9.30 4.834 0.98( 0.10) 0.10 26.9 6.00 5 125.44 10.51 4.492 0.97( 0.10) 0.10 28.9 8.00 6 120.02 12.19 4.111 0.98( 0.10) 0.10 30.5 4.00 7 116.77 12.84 3.985 0.98( 0.10) 0.10 30.7 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 150.77 7.17 5.652 0.98( 0.10) 0.10 27.2 14.00 2 161.37 8.67 5.045 0.98( 0.10) 0.10 32.7 10.00 3 162.50 8.92 4.957 0.98( 0.10) 0.10 33.6 12.00 4 162.97 9.30 4.834 0.98( 0.10) 0.10 34.6 6.00 5 162.99 9.44 4.792 0.98( 0.10) 0.10 34.9 18.00 6 162.30 10.51 4.492 0.97( 0.10) 0.10 37.4 8.00 7 161.35 10.89 4.399 0.97( 0.10) 0.10 38.0 16.00 8 ,154.66 12.19 4.111 0.98( 0.10) 0.10 39.2 4.00 9 150.32 12.84 3.985 0.98( 0.10) 0.10 39.5 1.00 TOTAL AREA(ACRES) - 39.51 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 162.99 Tc(MIN.) = 9.441 EFFECTIVE AREA(ACRES) 34.90 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 TOTAL AREA(ACRES) - 39.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 - 2470.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 39.51 TC(MIN.) 9.44 EFFECTIVE AREA(ACRES) 34.90 AREA - AVERAGED Pm(INCH /HR)= 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 PEAK FLOW RATE(CFS) = 162.99 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity FP(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 150.77 7.17 5.652 0.98( 0.10) 0.10 27.2 14.00 2 161.37 8.67 5.045 0.98( 0.10) 0.10 32.7 10.00 3 162.50 8.92 4.957 0.98( 0.10) 0.10 33.6 12.00 4 162.97 9.30 4.834 0.98( 0.10) 0.10 34.6 6.00 5 162.99 9.44 4.792 0.98( 0.10) 0.10 34.9 18.00 6 162.30 10.51 4.492 0.97( 0.10) 0.10 37.4 8.00 7 161.35 10.89 4.399 0.97( 0.10) 0.10 38.0 16.00 8 154.66 12.19 4.111 0.98( 0.10) 0.10 39.2 4.00 9 150.32 12.84 3.985 0.98( 0.10) 0.10 39.5 1.00 END OF RATIONAL METHOD ANALYSIS HYDROL STUDY FALCON RIDGE TOWN CENTER— FONTANA, CALIFORNIA SECTION 5.0 EXISTING OFF -SITE HYDROLOGY CALCULATIONS EXISTING OFF -SITE HYDROLOGY MAP DRC 4L w 01 -900 Hydrology Report.doc [ I 11 11 1 1 [ 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 t 1! I 11 1 I 11 1 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 = RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ELEVATION DATA: UPSTREAM(FEET) = 1665.00 DOWNSTREAM(FEET) = 1656.00 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Tc • K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 Ver. 8.0 Release Date: 01/01/2001 License ID 1510 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.365 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.046 Analysis prepared by: SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc DEVELOPMENT RESOURCE CONSULTANTS, INC. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 8175 E. KAISER BLVD. NATURAL POOR COVER ANAHEIM HILLS, CA 92808 "BARREN" A 1.20 0.42 1.00 78 10.37 P:(714)685 -6860 F:(714)685 -6801 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 DESCRIPTION OP STUDY SUBAREA RUNOFF(CFS) = 1.76 * Off -Site Property * TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 1.76 * Existing Conditions Analysis * * 2 Year Storm * FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 81 FILE NAME: 01900R2.DAT » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< TIME /DATE OF STUDY: 15:27 07/31/2002 =__________________________ _____ MAINLINE Tc(MIN) = 10.37 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: • 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.046 _ _ _ _ ____= SUBAREA LOSS RATE DATA(AMC II): -- *TIME -OF- CONCENTRATION MODEL * -- DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN USER SPECIFIED STORM EVENT(YEAR) = 2.00 NATURAL POOR COVER SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 "BARREN" A 5.90 0.42 1.00 78 t SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.070 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 8.66 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.580 EFFECTIVE AREA(ACRES) = 7.10 AREA- AVERAGED Fm(INCH /HR) = 0.42 COMPUTED RAINFALL INTENSITY DATA: AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 STORM EVENT = 2.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.7135 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 10.42 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* » » »COMPUTE NATURAL VALLEY CHANNEL FLOW« «< HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING >»»TRAVELTIME THRU SUBAREA« «< WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR =_________________________ ____ _ __ ______ NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ELEVATION DATA: UPSTREAM(FEET) = 1656.00 DOWNSTREAM(FEET) = 1644.00 ___ _____ - -_ ....... _____...... ______ _____ ______ _____ ______= CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 CHANNEL FLOW THRU SUBAREA(CFS) = 10.42 FLOW VELOCITY(FEET /SEC) = 3.91 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) GLOBAL STREET FLOW -DEPTH CONSTRAINTS: TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 12.50 1. Relative Flow -Depth = 0.00 FEET LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 800.00 FEET. as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 81 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* •USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< = ............ _.......... _________ MAINLINE Tc(MIN) = 12.50 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 • 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.829 SUBAREA LOSS RATE DATA(AMC II): »»RATIONAL METHOD INITIAL SUBAREA ANALYSISc «« DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN II I I II II I I 1 1 ti II II II I I I I I I I I I I I I I I I I I I NATURAL POOR COVER MAINLINE Tc(MIN) = 15.56 "BARREN" A 11.00 0.42 1.00 78 • 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.604 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42 SUBAREA LOSS RATE DATA(AMC II): SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 13.99 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN EFFECTIVE AREA(ACRES) = 18.10 AREA- AVERAGED Fm(INCH/HR) = 0.42 NATURAL POOR COVER AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 "BARREN" A 21.30 0.42 1.00 78 TOTAL AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) = 23.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 21.30 SUBAREA RUNOFF(CFS) = 22.77 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 52 EFFECTIVE AREA(ACRES) = 55.50 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 » »COMPUTE NATURAL VALLEY CHANNEL FLOW« «< TOTAL AREA(ACRES) = 55.50 PEAK FLOW RATE(CFS) = 59.34 » » >TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1644.00 DOWNSTREAM(FEET) = 1632.00 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 52 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL FLOW THRU SUBAREA(CFS) = 23.02 »> *COMPUTE NATURAL VALLEY CHANNEL FLOW« «< FLOW VELOCITY(FEET /SEC) = 4.82 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) » *>>TRAVELTIME THRU SUBAREA «. < TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 14.22 =______ _ ______ LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1300.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 1617.00 DOWNSTREAM(FEET) = 1600.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0340 CHANNEL FLOW THRU SUBAREA(CFS) = 59.34 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 81 FLOW VELOCITY(FEET /SEC) = 7.50 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 16.67 >_» =ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« .< LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 2300.00 FEET. MAINLINE Tc(MIN) = 14.22 • 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.692 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 81 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS » »*ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ___________________________ _______________________________ NATURAL POOR COVER MAINLINE Tc(MIN) = 16.67 "BARREN" A 16.10 0.42 1.00 78 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.539 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA LOSS RATE DATA(AMC II): , SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS SUBAREA AREA(ACRES) = 16.10 SUBAREA RUNOFF(CFS) = 18.49 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN EFFECTIVE AREA(ACRES) = 34.20 AREA- AVERAGED Fm(INCH/HR) = 0.42 NATURAL POOR COVER AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 "BARREN" A 34.50 0.42 1.00 78 TOTAL AREA(ACRES) = 34.20 PEAK FLOW RATE(CFS) = 39.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 34.50 SUBAREA RUNOFF(CFS) - 34.86 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 52 EFFECTIVE AREA(ACRES) = 90.00 AREA- AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 » » *COMPUTE NATURAL VALLEY CHANNEL FLOW« «< TOTAL AREA(ACRES) = 90.00 PEAK FLOW RATE(CFS) = 90.95 » » >TRAVELTIME THRU SUBAREA« «< = ELEVATION DATA: = UPSTREAM(FEET) _ 1632.00 DOWNSTREAM(FEET) = 1617.00 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE _. 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) = 39.29 » » > COMPUTE NATURAL VALLEY CHANNEL FLOW «<« FLOW VELOCITY(FEET /SEC) = 6.26 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) »> »>TRAVELTIME THRU SUBAREA« «< TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) - 15.56 = _____= = = = =s = == = =_________ LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 1800.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 1600.00 DOWNSTREAM(FEET) = 1585.00 CHANNEL LENGTH THRU SUBAREA(FEET) - 500.00 CHANNEL SLOPE - 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) - 90.95 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 81 FLOW VELOCITY(FEET /SEC) - 7.99 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 1.04 Tc(MIN.) = 17.71 » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «c« LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 2800.00 FEET. 1 1 t 1 11 t 1 f 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 t 1 $ l ! 1, 1 t 1 t 1! I END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 90.00 TC(MIN.) = 17.71 EFFECTIVE AREA(ACRES) = 90.00 AREA - AVERAGED Fm(INCH /HR)= 0.42 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) PEAK FLOW RATE(CFS) = 90.95 (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 END OF RATIONAL METHOD ANALYSIS Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 DESCRIPTION OF STUDY * Off -Site Property * Existing Conditions Analysis • * 10 Year Storm * FILE NAME: 01900R10.DAT TIME /DATE OF STUDY: 15:36 07/31/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - *TIME OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0807 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF - CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT•FT /S) •SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 21 » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 1665.00 DOWNSTREAM(FEET) = 1656.00 Tc = K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE))--0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.365 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.099 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 1.20 0.42 1.00 78 10.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.90 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 2.90 rw} R} irx} ifwwRrfiiRfw }ffwa }ff! }irf♦RRffwrRx }irf rf }af wtawfa\ffwartfwiwrt }R }R! FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 81 --- -- -- - -- » > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« AI « ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MNLINE Tc(MIN) = 10.37 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.099 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 5.90 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 14.25 EFFECTIVE AREA(ACRES) = 7.10 AREA- AVERAGED Fm(INCH /HR) = 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) 7.10 PEAK FLOW RATE(CFS) = 17.15 fffRRRfRfwfflwflRi ft }ffR} }ixk }ifffffftfffffrtkRf ltRR}RRiwwRf if wRfffk }ffRtiff FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE - 52 ---------------------------------------------------------------------------- » >>>COMPUTE NATURAL VALLEY CHANNEL FLOW« << >>>>>TRAVELTIME THRU SUBAREA- <<< ELEVATION DATA: UPSTREAM(FEET) = 1656.00 DOWNSTREAM(FEET) - 1644.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL FLOW THRU SUBAREA(CFS) - 17.15 FLOW VELOCITY(FEET /SEC) = 4.45 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 1.87 Tc(MIN.) = 12.24 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 - 800.00 FEET. ! flfflfffRfffRRffffRft }ffltffffff \ktffRRffftRfRf Rfffwf ♦ffffflfflRf RllffRw /ff FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE z 81 ---------------------------------------------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< = MAINLINE =TC( MIN) === 12. 24==_=________:_____ _____________ :_________________ * 10 YEAR RAINFALL INTENSITY(INCH /HR) - 2.805 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 11.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) - 11.00 SUBAREA RUNOFF(CFS) - 23.66 EFFECTIVE AREA(ACRES) 18.10 AREA - AVERAGED Fm(INCH /HR) - 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap - 1.00 TOTAL AREA(ACRES) - 18.10 PEAK FLOW RATE(CFS) = 38.92 RRffltRRtRRRfffwRRffffwRffRf♦ fflftwRR }fkwRfffR }Rfffflrfffflf RfffwRf Rf tR} }ifR FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 52 ---------------------------------------------------------------------------- » >>>COMPUTE NATURAL VALLEY CHANNEL FLOW « «< >>>>>TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1644.00 DOWNSTREAM(FEET) = 1632.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL FLOW THRU SUBAREA(CFS) = 38.92 FLOW VELOCITY(FEET /SEC) - 5.58 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.49 TOMIN.) = 13.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 - 1300.00 FEET. w }/f\fwwRff :wRf :w\RrfffwwRtf wwRR :lwRRRf }wffwR } }rf wf rfffrwrff\f }RffR }wfwwif aw FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 81 -------------------------------------------- ---- ---- ----- ------- -- --- - -- - -- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW- < MAINLINE Tc(MIN) - 13.73 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.618 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 16.10 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) c 16.10 SUBAREA RUNOFF(CFS) - 31.91 EFFECTIVE AREA(ACRES) = 34.20 AREA - AVERAGED Fm(INCH /HR) - 0.42 AREA - AVERAGED Fp(INCH /HR) - 0.42 AREA- AVERAGED Ap - 1.00 TOTAL AREA(ACRES) - 34.20 PEAK FLOW RATE(CFS) - 67.79 ffffflfRRfflfRf♦ Rl1ff• fffRklfifffff }wffff \ \ffltk /R ♦lf fffff••!R ►fflrfffrRf! ♦f FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE - 52 ---------------------------------------------------------------------------- >> » >COMPUTE NATURAL VALLEY CHANNEL FLOW« << >>>>>TRAVELTIME THRU SUBAREA« «< ELEVATION = DATA e = UPSTREAM (FEET) = = 1632 00 DOWNSTREAM(FEET) - 1617.00 CHANNEL LENGTH THRU SUBAREA(FEET) - 500.00 CHANNEL SLOPE - 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) - 67.79 FLOW VELOCITY(FEET /SEC) - 7.32 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 1.14 Tc(MIN.) = 14.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 1800.00 FEET. lffRfffRff }if•ffffflfffff lfrlflffffffffrffffwwRffffrRfff R•f Rrf \ \fflwRfflfa R! FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE . 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW- < MAINLINE Tc(MIN) = 14.87 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.496 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 21.30 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 21.30 SUBAREA RUNOFF(CFS) - 39.88 EFFECTIVE AREA(ACRES) = 55.50 AREA- AVERAGED Fm(INCH /HR) = 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 55.50 PEAK FLOW RATE(CFS) = 103.90 lff* **RRt*!f*Rif **}!R**• **fff ♦i* *!f *Rif} * *f *f *f*RR * *R*t• *f *}* *ff FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE 52 COMPUTE NATURAL VALLEY CHANNEL FLOW« << »> TRAVELTIME THRU SUBAREA ELEVATION ELEVATION DATA: UPSTREAM(FEET) = 1617.00 DOWNSTREAM(FEET) = 1600.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0340 CHANNEL FLOW THRU SUBAREA(CFS) = 103.90 FLOW VELOCITY(FEET /SEC) = 8.85 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 15.81 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 2300.00 FEET. Rtf* Rk** f*!!f*f f!* Rfi! ifkff ltlti!*!! ff* R*f tRf fi }f * *! *!k *kf ♦RkRRRRRR***ff *f *f FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 81 --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« < MAINLINE Tc(MIN) = 15.81 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.406 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 34.50 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA AREA(ACRES) = 34.50 SUBAREA RUNOFF(CFS) = 61.78 EFFECTIVE AREA(ACRES) = 90.00 AREA - AVERAGED Fm(INCH /HR) - 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 90.00 PEAK FLOW RATE(CFS) = 161.18 ♦* Rffff* fffffRffflR *R } *f*fffRifffk *flfRffii *ff lff • }}f if }ff }► }f }} }♦!Miff if t*f FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 ---------------------------------------------------------------------------- >>> >COMPUTE NATURAL VALLEY CHANNEL FLOW- <<< » >>>TRAVELTIME THRU SUBAREA« « ELEVATION = DATA: UPSTREAM( FEET) = 1600500 DOWNSTREAM(FEET) = = = 1585.00 CHANNEL LENGTH THRU SUBAREA(FEET) - 500.00 CHANNEL SLOPE - 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) - 161.18 FLOW VELOCITY(FEET /SEC) - 9.50 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) - 16.68 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 - 2800.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 90.00 TC(MIN.) = 16.68 EFFECTIVE AREA(ACRES) 90.00 AREA- AVERAGED Fm(INCH /HR)= 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 161.18 - - END OF RATIONAL METHOD ANALYSIS ffwlwwfxxrwwrrlw !lrfwrwwrrwlrlff :fxfwwwf x :ff :xww♦rrr :►fxwrwwlrwf #ffflrfwwr :f RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 !Rflff #ffwlirffflrfwfffflf DESCRIPTION OF STUDY *` * *•• *• *•••••• * * * *••••••• * Off -Site Property * Existing Conditions Analysis * 25 Year Storm kfwf rffflriwfffwwwlrkR !!!rw #wffwrif #fffkirrfrf Rf wrwlrwkffxf ii lwffxfftffkii FILE NAME: 0190OR25.DAT TIME /DATE OF STUDY: 15:37 07/31/2002 -------- - - - --- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL`-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1..580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) - 1.2481 SLOPE OF INTENSITY DURATION CURVE - 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF - CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30 0 20.0 0.018/0. 018/0.020 = 0 67 = 2E00 0 0312 0 167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of- Curb) 2. (Depth)* (velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED lw xffwff iii #fffrif #ffwlfwlfffwf wf wfffrrfifilff lkf wk !fffff! iffwffwiwfffwlw ►rf FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE . 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) 300.00 ELEVATION DATA: UPSTREAM(FEET) = 1665.00 DOWNSTREAM(FEET) = 1656.00 Tc - K•[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 10.365 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.579 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 1.20 0.42 1.00 78 10.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA RUNOFF(CFS) = 3.42 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.42 !!#w#ffffRwf Rfww ## fffff! !! #wf ##wffwxwlRwltffffrffwrxkwf wf #fffflrwr!lwf xff! #! FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « MAINLINE Tc(MIN) = 10.37 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.579 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 5.90 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) - 16.80 EFFECTIVE AREA(ACRES) 7.10 AREA- AVERAGED Fm(INCH /HR) = 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap - 1.00 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 20.21 if :fffrrifwffww #ff if rrwwfwiw #wwwfrfffwlwrwf♦fff►rf wwwirffffffffx :fx :wwlf iff♦ FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE - 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< >>>>>TRAVELTIME THRU SUBAREA« «< ...................... _ .......... ____________ _____ ... :_ : : :____________... ___ ELEVATION DATA: UPSTREAM(FEET) = 1656.00 DOWNSTREAM(FEET) = 1644.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL FLOW THRU SUBAREA(CFS) = 20.21 FLOW VELbCITY(FEET /SEC) - 4.66 (PER LACFCD /RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 1.79 Tc(MIN.) - 12.16 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 - 800.00 FEET. fiiifiif if iwfff :♦rwffffrrwff :ffw►wfr#fff rffwfwlryrii :f #w# :r♦♦wf RffRrwlwrf♦x: FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE - 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ................................. ____________ ____________________ MAIN C(MIN) 16 * 25 YEAR RAINFALL INTENSITY(INCH /HR) . 3.253 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 11.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 28.08 EFFECTIVE AREA(ACRES) = 18.10 AREA- AVERAGED Fm(INCH /HR) = 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 18.10 PEAK FLOW RATE(CFS) = 46.21 wtwwaaxw+ www +rrrxwwwraRwww wf R xww +wxrxww +raxwwww FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 52 » >>>COMPUTE NATURAL VALLEY CHANNEL FLOW« « » - TRAVELTIME THRU SUBAREA ELEVATION ELEVATION DATA UPSTREAM(FEET) = 1644.00 DOWNSTREAM(FEET) = 1632.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL FLOW THRU SUBAREA(CFS) = 46.21 FLOW VELOCITY(FEET /SEC) = 5.86 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 13.58 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1300.00 FEET. ww +r + +waww +w +wrwww +aRwR +rwraw w++++ xww++ wwaRw+ w+rraa +w +wwawRwww +wwwrxrwwwarw♦ FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW MAINL ---------------------- ------- -- -- --- --- ------- -- - - - -- ---------------- --- - -- MAINLINE Tc(MIN) = 13.58 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.044 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 16.10 0.42 1.00 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA AREA(ACRES) = 16.10 SUBAREA RUNOFF(CFS) = 38.08 EFFECTIVE AREA(ACRES) 34.20 AREA - AVERAGED Fm(INCH /HR) - 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 34.20 PEAK FLOW RATE(CFS) = 80.89 raxxRwwrrffwr}ffrrwtrrRr +ww +wra arrwwwwwarrxrwaara frt}}arrwrwrwrr}r rrf trrrrf♦ FLOW PROCESS FROM NODE 7.00 TO NODE 6.00 IS CODE - 52 ---------------------------------------------------------------------------- » >>>COMPUTE NATURAL VALLEY CHANNEL FLOW « «< >>>>>TRAVELTIME THRU SUBAREA - «< = = == = ELEVATION DATA UPSTREAM(FEET) = = ........ = 1632.00 DOWNSTREAM(FEET) = 1617 00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE - 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) = 80.89 FLOW VELOCITY(FEET /SEC) - 7.72 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 1.08 Tc(MIN.) - 14.66 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 - 1800.00 FEET. frfrtffwrfwfrfffretf}fttr • rfffrt}fff ♦ t ufrffrttrrxffwttrrf ♦ffffwwtr♦rfffrerf� FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE - 81 ---------------------------------------------------------------------------- >> » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «< < MAINLINE Tc(MIN) - 14.66 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.907 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 21.30 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 21.30 SUBAREA RUNOFF(CFS) - 47.76 EFFECTIVE AREA(ACRES) 55.50 AREA - AVERAGED Fm(INCH /HR) - 0.42 AREA - AVERAGED Fp(INCH /HR) - 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) 55.50 PEAK FLOW RATE(CFS) - 124.44 tf rrrwrrwrfa►f r: w} tf fxrww +raxarRwwrr}wwwwrrarrrRR +r wa♦rxwwafrr +aa}wwr+ +raaxw FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 52 ---------------------------------------------------------------------------- >>> >COMPUTE NATURAL VALLEY CHANNEL FLOW« «< >>>>>TRAVELTIME THRU SUBAREA << ELEVATION DATA: UPSTREAM(FEET) - 1617.00 DOWNSTREAM(FEET) = 1600.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE - 0.0340 CHANNEL FLOW THRU SUBAREA(CFS) = 124.44 FLOW VELOCITY(FEET /SEC) - 9.35 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 0.89 Tc(MIN.) = 15.55 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 - 2300.00 FEET. + +wrrrarfwttf affa♦wtw}rxxwww wwwf rRwwwrrf♦ wRw+ + +wrrrRtwwraaffrwwwrrraw + ++ +w +r FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE - 81 - ---- --- - - -- -- --- -- --- -- ------ -------- ---- - - ---- ----- --- ---- - -- --- - -- --- >>> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« _______ = MAINLINE Tc(MIN) 15. 55___ _____ : • 25 YEAR RAINFALL INTENSITY(INCH /HR) - 2.806 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 34.50 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 34.50 SUBAREA RUNOFF(CFS) - 74.22 EFFECTIVE AREA(ACRES) 90.00 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED FP(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) - 90.00 PEAK FLOW RATE(CFS) = 193.61 ff♦ ta♦♦f Rff rttf fffffw ► }frfrfftflR }fklrrfRfrf xRwRwwt ♦RwwwR }f } }rf } ♦rrRwfffwww+ FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 ---------------------------------------------------------------------------- » >>>COMPUTE NATURAL VALLEY CHANNEL FLOW « «< >>>>>TRAVELTIME THRU SUBAREA« «< = ELEVATION = DATA: UPSTREAM (FEET) = = = 1600.00 DOWNSTREAM (FEET) = = == = 1585 00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE - 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) - 193.61 FLOW VELOCITY(FEET /SEC) - 10.06 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 0.83 Tc(MIN.) - 16.38 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 - 2800.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 90.00 TC(MIN.) 16.38 EFFECTIVE AREA(ACRES) = 90.00 AREA- AVERAGED Fm(INCH /HR)= 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 193.61 END OF RATIONAL METHOD ANALYSIS # #wwww #ww+f +♦l :r +rf ww++# w! f•♦ w # + wl+f!♦ #ww :w + + : ++ : r +♦ +l ++r + +f wl + + fww :f + # #rww RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 fww+f +fww#w ++fffww #++lr +fw DESCRIPTION OF STUDY " * wwrrwl : # +fw # # +lfff♦ ## ++: * Off -Site Property * Existing Conditions Analysis " * 100 Year Storm k+f* wfwf kf f###++f fff +iww+fltw #!ffl + #f # +4ffffitwf wlf+ # # #wf kf rf +f #fffl +# # # ## FILE NAME: 01900R1H.DAT TIME /DATE OF STUDY: 15:39 07/31/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5800 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF - CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 = 3060 == 20 0 == 0 018/0 016/0 020 = 0667 = = 2600 ;. 0312 0.167 ;.0 GLOBAL STREET FLAW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ffflf +rlf ♦rf•ffflff+f ♦•ftflf rfffflft+fffff!!l +f 1f • +ffffff+lf wrf l :lw+f ffwlf wf FLAW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE - 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<— >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA r INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 1665.00 DOWNSTREAM(FEET) = 1656.00 Tc = K "((LENGTH "" 3.00) /(ELEVATION CHANGE) )+w0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.365 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.531 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 1.20 0.42 1.00 78 10.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.44 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.44 #likrtfriff'R+rixkkr ! lfffwklfffkltrlf wf rtklfffirkxkrk!lwf wkwkklrf rf rxktwkf!!i FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW- MAINLINE Tc(MIN) = 10.37 i 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.531 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 5.90 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 21.85 EFFECTIVE AREA(ACRES) = 7.10 AREA- AVERAGED Fm(INCH /HR) = 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) 7.10 PEAK FLOW RATE(CFS) - 26.30 ♦! lwr+ wxxwkwwwrrkkxwwrwrx+ xk+ rirwiwwxwkw+rfr xr +!lrr :wxwrkwwrrrtwxwrtwwrwiiik FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 ---------------------------------------------------------------------------- >>> >COMPUTE NATURAL VALLEY CHANNEL FLOW« « » >>TRAVELTIME THRU SUBAREA- < ELEVATION DATA: UPSTREAM(FEET) = 1656.00 DOWNSTREAM(FEET) - 1644.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL FLOW THRU SUBAREA(CFS) = 26.30 FLOW VELOCITY(FEET / SEC) = 5.00 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 1.67 TC(MIN.) - 12.03 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 - 800.00 FEET. rrrrtwrwxr ► :wwrrrwrwrwrxrwwxwxwwwrrwrwrwr rwrw +rrwrwrrr :rwrw :rwwrrrrrrrrrrr :r FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE - 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< =- MAINLINE Tc(MIN) _ = 12.03 -=-== -_____ _ r 100 YEAR RAINFALL INTENSITY(INCH /HR) - 4.143 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 11.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 36.90 EFFECTIVE AREA(ACRES) 18.10 AREA- AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) - 0.42 AREA- AVERAGED Ap - 1.00 TOTAL AREA(ACRES) - 18.10 PEAK FLOW RATE(CFS) - 60.72 rr rwwwirxrr♦: rw: w+ wrrir: wwrwwwrwwrrrrkxwr+ irixr •xww :wwlrerr►wr +rrrwkxlwlkwr♦ FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 52 » > >COMPUTE NATURAL VALLEY CHANNEL FLOW« <<< » >>TRAVELTIME THRU SUBAREA« « ELEVATION = DATA: UPSTREAM( FEET ) = - == = 1644.00 DOWNSTREAM(FEET) = 1632.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL FLOW THRU SUBAREA(CFS) = 60.72 FLOW VELOCITY(FEET /SEC) = 6.34 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 13.35 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 - 1300.00 FEET. xwwwwrrxrxwwrk+ wrrrirrrrw♦ xwwrwrirr:w x! l+ rriw xxwwxkxwrrrrrrrrwa +lrlrrxr :rlkr FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « MAINLINE Tc(MIN) - 13.35 " 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.894 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 16.10 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 16.10 SUBAREA RUNOFF(CFS) - 50.39 EFFECTIVE AREA(ACRES) 34.20 AREA- AVERAGED Fm(INCH /HR) = 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 34.20 PEAK FLOW RATE(CFS) - 107.04 wxrrwrwrw wrrr r: rrwwrwrwwwrrrrrwr: rrwrrwrrrarwrwwwrrrrrrxrrrr ♦xwww +rw +wrrrrxr FLOW PROCESS FROM NODE 7.00 TO NODE 6.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW< << >>>>>TRAVELTIME THRU SUBAREA« « ELEVATION DATA = UPSTREAM(FEET) - 1632.00 DOWNSTREAM(FEET) = 1617.00 CHANNEL LENGTH THRU SUBAREA(FEET) - 500.00 CHANNEL SLOPE = 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) - 107.04 FLAW VELOCITY(FEET /SEC) - 8.39 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 0.99 Tc(MIN.) - 14.34 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 - 1800.00 FEET. rrwrwrwwrrrrwwwwerrrwwwwwrrrwwrwwwr♦ wrrwxrwrwww • :wwrrwerrrrrrrriwwa rw +riirx FLAW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE - 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW- <<< MAINLINE TC(MIN) = 14.34 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.730 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CM NATURAL POOR COVER "BARREN" A 21.30 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA AREA(ACRES) = 21.30 SUBAREA RUNOFF(CFS) = 63.52 EFFECTIVE AREA(ACRES) = 55.50 AREA- AVERAGED Fm(INCH /HR) = 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap - 1.00 TOTAL AREA(ACRES) = 55.50 PEAK FLOW RATE(CFS) = 165.51 RrtflrfRart R! ltRf! lRRRRtfiraxxxriRlrrfrfaxRx FLOW PROCESS FROM NODE 9.00 !!!!lfRfff :xaxwwlftlflf TO NODE 10.00 IS CODE = rfw 52 --COMPUTE NATURAL VALLEY CHANNEL FLOW« « > > >TRAVELTIME THRU SUBAREA< «< ELEVATION DATA: UPSTREAM(FEET) = 1617.00 DOWNSTREAM(FEET) = 1600.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0340 CHANNEL FLOW THRU SUBAREA(CFS) = 165.51 FLOW VELOCITY (FEET/ SEC) = 10.20 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 15.16 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 2300.00 FEET. faxliRRt ilif! lrtRRRt!lffRR }tRlfrfRRRRRlfffraf aff lR ltlffffRffRfRlRRxRttflrf xx! FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- » ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< --------------------------------------- MAINLINE Tc(MIN) = 15.16 R 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.608 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA pp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 34.50 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 34.50 SUBAREA RUNOFF(CFS) = 99.10 EFFECTIVE AREA(ACRES) = 90.00 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap - 1.00 TOTAL AREA(ACRES) = 90.00 PEAK FLOW RATE(CFS) = 258.52 xRlxfx fxxlrf fxfRlf fffxRlRfffxRlrfikffffffxtflffff if *f rffxfffRfff xffffxllf *ff FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE - 52 ---------------------------------------------------------------------------- » >>>COMPUTE NATURAL VALLEY CHANNEL FLOW« << » >>>TRAVELTIME THRU SUBAREA ....« ELEVATION DATA: UPSTREAM(FEET) - 1600.00 DOWNSTREAM(FEET) = - 1585.00 CHANNEL LENGTH THRU SUBAREA(FEET) - 500.00 CHANNEL SLOPE - 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) - 258.52 FLOW VELOCITY(FEET /SEC) - 11.00 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) - 15.91 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 - 2800.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 90.00 TC(MIN.) = 15.91 EFFECTIVE AREA(ACRES) = 90.00 AREA - AVERAGED Fm(INCH /HR)= 0.42 AREA- AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 258.52 END OF RATIONAL METHOD ANALYSIS 36" Riser Outlet Worksheet for Circular Channel J ' Project Description Project File c:\haestad\fmw \01900.fm2 Worksheet 36" Outlet Pipe Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.012 Channel Slope 0.010000 ft/ft Depth 3.00 ft Diameter 36.00 in U." OffLCT Resu Discharge 72.25 cfs Flow Area 7.07 ftZ Wetted Perimeter 9.42 ft Top Width 0.73e -7 ft Critical Depth 2.69 ft Percent Full 100.00 Critical Slope 0.008840 ft/ft Velocity 10.22 ft/s Velocity Head 1.62 ft Specific Energy 4.62 ft Froude Number 0.18e -3 @ 1.6 0 / 6 Maximum Discharge 77.72 cfs a--- -- TUST FULL CAPACITY Full Flow rapacity 7225 cfs PeND O COW WF 1 0 0 -YEAR Full Flow Slope 0.010000 ft/ft X03.9? IFS Flow is subcritical. (3.97 cFS < 77, 7Z cis ou PIPES NaVE mulftb CAPAerrY - m 94po ,.F b%6tA,% eaB Post tae -YfOA StrO" gym r 08/02/02 FlowMaster v5.15 03:43:34 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1888 Page 1 of 1 HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA SECTION 7.0 DETENTION BASIN HYDROGRAPHS 01 -900 Hydrology Report.doc } Rf Rl ffff} fl Rl Rftl fff ffl tlfflf\iffRtfffff \ffRffffiRf \1f lRfffRR }f lfff lfffffft NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92608 P: (714)685 -6860 F: (714)685 -6801 *•! NON- HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: e., TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 3.90 (inches) Z - YEAR SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in. /hr.) YIELD 1 30.00 100.00 78. 0.416 0.463 TOTAL AREA (Acres) = 30.00 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.416 AREA - AVERAGED LOW LASS FRACTION, Y = 0.537 1 lf 4f ft1ttlffffk \lffR ♦RtRf \\tlfffif lfffflflffllf Rf ifiRiRt•fffi\•RRlfk! \1t ifRf NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Pm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 6175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 * *f NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 6.60 (inches) 10- YEAR SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in. /hr.) YIELD 1 30.00 100.00 78. 0.416 0.623 TOTAL AREA (Acres) 30.00 AREA - AVERAGED LOSS RATE, Fm (in. /hr.) 0.416 AREA - AVERAGED LAW LOSS FRACTION, Y - 0.377 1 !fk }f }! ♦lffftf ♦Yfff!lYff!lff4 }tiff tfff }Rff }ltYffff!•ff lfflffifff }!fRlf ♦ff }!f NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 }!! NON- HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.00 (inches) Z$ . YEAR SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in. /hr.) YIELD 1 30.00 100.00 78. 0.416 0.674 TOTAL AREA (Acres) = 30.00 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.416 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.326 1 ff4l Rfff!lfft 4l fRfl R}• RffYl Rlf ff♦fl Rf fflfff4}fffffttltRR ►fftffff }tff tfff lfff NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LASS RATE (Fm) AND LAW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 « :f NON- HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: Aw !/1 TOTAL 24 -HOUR DURATION RAINFALL DEPTH 10.50 (inches) 160 YEAR SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in. /hr.) YIELD 1 30.00 100.00 78. 0.416 0.737 TOTAL AREA (Acres) = 30.00 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) 0.416 AREA - AVERAGED LOW LOSS FRACTION, Y - 0.263 1 " " " 0 5.37 0.1914 0.51 Q ►►«►►►►►►►.►►. w►►►: w►►►►►►►►►►►►►►►►►►«►►►► w► ► ► ►• ► ► ► ► ►. ► ►. ►► ►► ► ► ►► ► ► ► ►► ►►. ►► 5.67 0.2040 0.52 Q SMALL AREA UNIT HYDROGRAPH MODEL 5.96 0.2167 0.53 Q 6.26 0.2297 0.54 Q (C) Copyright 1989 -2001 Advanced Engineering Software (aes) 6.55 0.2429 0.55 Q Ver. 8.0 Release Date: 01/01/2001 License ID 1510 6.85 0.2564 0.56 Q 7.14 0.2701 0.57 Q Analysis prepared by: 7.44 0.2841 0.58 Q 7.74 0.2985 0.59 Q DEVELOPMENT RESOURCE CONSULTANTS, INC. 8.03 0.3131 0.61 Q 8175 E. KAISER BLVD. 8.33 0.3281 0.62 Q ANAHEIM HILLS, CA 92808 8.62 0.3434 0.64 Q P: (714)685 -6860 F: (714)685 -6801 8.92 0.3591 0.65 Q 9.21 0.3752 0.67 Q 9.51 0.3917 0.68 Q 9.80 0.4087 0.71 Q RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 10.10 0.4262 0.72 Q TOTAL CATCHMENT AREA(ACRES) = 30.00 10.39 0.4442 0.75 Q SOIL -LOSS RATE, Fm,(INCH /HR) = 0.416 10.69 0.4628 0.77 Q LOW LOSS FRACTION = 0.537 10.98 0.4820 0.81 Q TIME OF CONCENTRATION(MIN.) = 17.71 11.28 0.5019 0.83 Q RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) 11.57 0.5226 0.87 Q IS USED FOR SMALL AREA PEAK Q 11.87 0.5441 0.89 Q ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED 2 YEAR 12.16 0.5674 1.01 .Q RETURN FREQUENCY(YEARS) = 2 12.46 0.5942 1.18 Q 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.19 12.75 0.6239 1.26 .Q 30- MINUTE POINT RAINFALL VALUE(INCHES) - 0.40 13.05 0.6550 1.30 .Q 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.53 13.34 0.6878 1.39 Q 3 -HOUR POINT RAINFALL VALUE(INCHES) - 0.89 13.64 0.7224 1.45 Q 6 -HOUR POINT RAINFALL VALUE(INCHES) - 1.22 13.93 0.7593 1.58 .Q 24 -HOUR POINT RAINFALL VALUE(INCHES) = 2.05 14.23 0.7989 1.67 .Q 14.52 0.8427 1.92 Q --------------------------------------------- ----- --- -------- --------- - - -- -- 14.82 0.8912 2.06 Q 15.11 0.9458 2.42 Q TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 2.53 15.41 1.0083 2.70 Q TOTAL CATCHMENT SOIL -LOSS VOLUME (ACRE -FEET) - 2.59 15.70 1.0807 3.24 Q 16.00 1.1753 4.51 Q ►►►►►►*►►►►►►►►►►►►►►►►►►►►►►►►►►► r►►►►:►►►►► + + ► ► ►► ► ► ►► ► ► ► ► ► ► ► ► ► ► ►► ►► ► ► ► : ►►► 16.30 1.6002 30.32 TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 16.59 2.0055 2.91 Q ( HOURS)( AF)(C FS) 16.89 2.0680 2.22 Q ---- ------ ------------------- --- ------ ------- ----- -- - - - -- -- 17.18 2.1172 1.81 .Q 0.06 0.0000 0.00 Q 17.48 2.1577 1.51 Q 0.36 0.0049 0.40 Q 17.77 2.1925 1.34 Q 0.65 0.0148 0.41 Q 18.07 2.2237 1.22 Q 0.95 0.0247 0.41 Q 18.36 2.2497 0.92 Q 1.24 0.0348 0.42 Q 18.66 2.2713 0.85 Q 1.54 0.0450 0.42 Q 18.95 2.2912 0.79 Q 1.83 0.0554 0.43 Q 19.25 2.3098 0.74 Q 2.13 0.0659 0.43 Q 19.54 2.3273 0.70 Q 2.42 0.0765 0.44 Q 19.84 2.3439 0.66 Q 2.72 0.0872 0.45 Q 20.13 2.3596 0.63 Q 3.01 0.0981 0.45 Q 20.43 2.3745 0.60 Q 3.31 0.1092 0.46 Q 20.72 2.3889 0.57 Q 3.60 0.1204 0.46 Q 21.02 2.4026 0.55 Q 3.90 0.1318 0.47 Q 21.31 2.4158 0.53 Q 4.19 0.1434 0.48 Q 21.61 2.4286 0.51 Q 4.49 0.1551 0.49 Q 21.90 2.4409 0.50 Q 4.78 0.1670 0.49 Q 22.20 2.4528 0.48 Q 5.08 0.1791 0.50 0 22.49 2.4644 0.47 Q 0 l 22.79 2.4756 0.45 Q 23.08 2.4865 0.44 Q 23.38 2.4971 0.43 Q 23.67 2.5075 0.42 Q 23.97 2.5176 0.41 Q 24.26 2.5274 0.40 Q 24.56 2.5323 0.00 Q 1 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) - 30.00 SOIL -LOSS RATE, Fm,(INCH /HR) - 0.416 LOW LOSS FRACTION = 0.377 TIME OF CONCENTRATION(MIN.) = 16.68 10 • YEAR RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) - 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) - 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) - 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) - 5.58 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 3.62 ffff fff f} f}}}\}f ffff ffflffffffRfff\A }kf } } \}}ffffflf \fff \ffff ♦f \f \f\1ff \fffff TIME VOLUME Q 0. 15.0 30.0 45.0 60.0 (HOURS) (AF) (CPS) ---------------------------------------------------------------------------- 0.15 0.0061 0.96 Q 0.43 0.0282 0.96 Q 0.71 0.0505 0.98 Q 0.99 0.0730 0.98 Q 1.27 0.0958 1.00 Q 1.54 0.1189 1.01 Q 1.82 0.1422 1.02 Q 2.10 0.1659 1.03 Q 2.38 0.1898 1.05 Q 2.66 0.2140 1.06 Q 2.93 0.2386 1.08 Q 3.21 0.2634 1.09 Q 3.49 0.2886 1.11 Q 3.77 0.3142 1.12 Q 4.05 0.3401 1.14 Q 4.32 0.3664 1.15 Q 4.60 0.3931 1.17 Q 4.88 0.4202 1.18 Q 5.16 0.4477 1.21 Q 5.44 0.4756 1.22 Q 5.71 0.5040 1.25 Q 5.99 0.5329 1.26 Q 6.27 0.5622 1.29 Q 6.55 0.5921 1.31 Q 6.83 0.6226 1.34 Q 7.10 0.6536 1.36 Q 7.38 0.6852 1.39 Q 7.66 0.7174 1.41 Q 7.94 0.7503 1.45 Q 8.22 0.7839 1.47 Q 8.49 0.8183 1.52 .Q 8.77 0.8534 1.54 Q 9.05 0.8894 1.59 Q 9.33 0.9262 1.62 Q 9.61 0.9640 1.67 Q 9.88 1.0028 1.70 Q 10.16 1.0428 1.77 .Q 10.44 1.0838 1.80 Q 10.72 1.1261 1.88 .Q 11.00 1.1698 1.92 Q 11.27 1.2150 2.01 .Q 11.55 1.2618 2.06 .Q 11.83 1.3104 2.17 .Q 12.11 1.3609 2.23 .Q 12.39 1.4207 2.97 .Q 12.66 1.4898 3.05 Q 12.94 1.5620 3.23 Q 13.22 1.6374 3.33 Q 13.50 1.7167 3.57 Q 13.78 1.8003 3.71 Q 14.05 1.6893 4.04 Q 14.33 1.9644 4.24 Q 14.61 2.0877 4.75 Q 14.89 2.2005 5.07 Q 15.17 2.3275 5.99 Q 15.44 2.4728 6.66 Q 15.72 2.6413 8.00 Q 16.00 2.8639 11.38 Q 16.28 3.6118 53.72 16.56 4.3089 6.96 Q 16.83 4.4517 5.48 Q 17.11 4.5660 4.47 Q 17.39 4.6618 3.86 Q 17.67 4.7457 3.45 Q 17.95 4.8214 3.14 Q 18.22 4.8878 2.65 Q 18.50 4.9424 2.11 Q 18.78 4.9893 1.97 Q 19.06 5.0330 1.84 Q 19.34 5.0741 1.74 Q 19.61 5.1130 1.64 Q 19.89 5.1498 1.57 Q 20.17 5.1850 1.49 Q 20.45 5.2186 1.43 Q 20.73 5.2509 1.38 Q 21.00 5.2819 1.32 Q 21.28 5.3118 1.28 Q Q 21.56 5.3407 1.24 Q 21.84 5.3686 1.20 Q 22.12 5.3957 1.16 Q 22.39 5.4220 1.13 Q 22.67 5.4476 1.10 Q 22.95 5.4724 1.07 Q 23.23 5.4967 1.04 Q 23.51 5.5203 1.02 Q 23.78 5.5434 0.99 Q 24.06 5.5659 0.97 Q 24.34 5.5771 0.00 Q ---------------------------------------------------------------------------- 1 U - 1 " , -1 1.1 " 1 rl�'71 U1 "7 FA «rf tflrf # : :Rtr!! #rrrf rf wffwfRwrRRftttrwRrl rrrtw w week• rf rffwrww!!rlxwwfffffrf SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 0.5334 TOTAL CATCHMENT AREA(ACRES) = 30.00 Q SOIL -LOSS RATE, Fm,(INCH /HR) = 0.416 0.5689 LOW LOSS FRACTION = 0.326 Q TIME OF CONCENTRATION(MIN.) = 16.38 0.6050 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) Q IS USED FOR SMALL AREA PEAK Q Z YEA R ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED Q RETURN FREQUENCY(YEARS) = 25 0.6789 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 Q 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 0.7168 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 Q 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 0.7554 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 Q 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 0.7947 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 7.19 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 4.03 ktf RfwlRRR#f #fffffRt wRf!lrriflfffffiffrf rf RxRRil rttff if Rtfrt ♦trfxkl tfrw TIME VOLUME Q 0. 17.5 35.0 52.5 70.0 (HOURS) (AF) (CPS) .Q ---------------------------------------------------------------------------- 0.17 0.0000 0.00 Q 0.9173 0.44 0.0000 1.25 Q .Q 0.71 0.0284 1.26 Q 0.9598 0.99 0.0571 1.28 Q Q 1.26 0.0661 1.29 Q 1.0033 1.53 0.1154 1.31 Q Q 1.80 0.1451 1.32 Q 1.0477 2.08 0.1752 1.34 Q .Q 2.35 0.2056 1.35 Q 1.0931 2.62 0.2365 1.38 Q Q 2.90 0.2677 1.39 Q 1.1397 3.17 0.2993 1.41 Q Q 3.44 0.3314 1.43 Q 1.1874 3.72 0.3638 1.45 Q Q 3.99 0.3968 1.47 Q 1.2363 4.26 0.4302 1.50 Q Q 4.53 0.4641 1.51 Q 1.2866 4.81 0.4985 1.54 Q Q 5.08 0.5334 1.56 Q 5.35 0.5689 1.59 Q 5.63 0.6050 1.61 Q 5.90 0.6416 1.64 Q 6.17 0.6789 1.66 Q 6.45 0.7168 1.70 Q 6.72 0.7554 1.72 Q 6.99 0.7947 1.76 Q 7.26 0.8348 1.79 Q 7.54 0.8756 1.83 .Q 7.81 0.9173 1.86 .Q 8.08 0.9598 1.91 Q 8.36 1.0033 1.94 Q 8.63 1.0477 2.00 .Q 8.90 1.0931 2.03 Q 9.18 1.1397 2.10 Q 9.45 1.1874 2.13 Q 9.72 1.2363 2.21 Q 9.99 1.2866 2.25 Q 10.27 1.3383 2.33 .Q 10.54 1.3915 2.38 .Q' 10.81 1.4463 2.48 Q 11.09 1.5030 2.54 Q 11.36 1.5616 2.66 Q 11.63 1.6223 2.72 Q 11.90 1.6854 2.87 Q 12.18 1.7510 2.95 .Q 12.45 1.8307 4.11 Q 12.72 1.9246 4.22 Q 13.00 2.0225 4.46 Q 13.27 2.1247 4.60 Q 13.54 2.2320 4.92 Q 13.82 2.3450 5.10 Q 14.09 2.4652 5.54 Q 14.36 2.5924 5.74 Q 14.63 2.7295 6.41 Q 14.91 2.8791 6.85 Q 15.18 3.0472 8.06 Q 15.45 3.2392 8.96 Q 15.73 3.4604 10.65 .. Q 16.00 3.7552 15.48 Q . 16.27 4.6579 64.54 16.55 5.4897 9.20 Q 16.82 5.6768 7.38 Q 17.09 5.8283 6.05 Q 17.36 5.9564 5.31 Q 17.64 6.0699 4.75 Q 17.91 6.1724 4.33 Q 18.18 6.2663 3.99 Q 18.46 6.3428 2.79 Q 18.73 6.4036 2.60 Q 19.00 6.4603 2.43 Q 19.28 6.5135 2.29 Q 19.55 6.5638 2.17 Q 19.82 6.6116 2.06 Q 20.09 6.6570 1.97 Q 20.37 6.7005 1.88 Q 20.64 6.7422 1.81 Q 20.91 6.7822 1.74 Q Q JOB 21.19 6.8209 1.68 Q 21.46 6.8581 1.62 Q 21.73 6.8942 1.57 Q 22.01 6.9291 1.52 Q 22.28 6.9630 1.48 Q 22.55 6.9960 1.44 Q 22.83 7.0280 1.40 Q 23.10 7.0593 1.37 Q 23.37 7.0897 1.33 Q 23.64 7.1194 1.30 Q 23.92 7.1484 1.27 Q 24.19 7.1768 1.24 Q 24.46 7.1909 0.00 Q 1 fl►ff ►►ff ►!!! ►fRltf R4RR ♦Rfifflf ► ►!! ►Rttif Rkf tf ►fff! ♦►►!!lf ltffflftRRtffRlf ►f SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) - 30.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.416 LOW LOSS FRACTION = 0.263 TIME OF CONCENTRATION(MIN.) - 15.91 �'11R RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) (( JJ��JJ l 11 IS USED FOR SMALL AREA PEAK Q ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 9.77 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 4.31 fflfl ►►ffftf!!t ►Rtf Rf►Rffffl►f!f! ♦ ►! ♦t ►fR►lfffifff ifflf lf!lfffffffffRRRRff if TIME VOLUME Q 0. 22.5 45.0 67.5 90.0 (HOURS) (AF) (CPS) ---------------------------------------------------------------------------- 0.09 0.0000 0.00 Q 0.36 0.0000 1.75 Q 0.62 0.0365 1.76 Q 0.89 0.0774 1.79 Q 1.15 0.1167 1.80 Q 1.42 0.1565 1.83 Q 1.68 0.1967 1.84 Q 1.95 0.2374 1.87 Q 2.21 0.2786 1.89 Q 2.48 0.3202 1.92 Q 2.74 0.3624 1.93 Q 3.01 0.4051 1.96 Q 3.27 0.4483 1.98 Q 3.54 0.4921 2.02 Q 3.80 0.5364 2.03 Q 4.07 0.5814 2.07 Q 4.33 0.6270 2.09 Q 4.60 0.6732 2.13 Q 4.86 0.7201 2.15 Q 5.13 0.7677 2.19 Q 5.39 0.8160 2.22 Q 5.66 0.8650 2.26 .Q 5.92 0.9148 2.29 Q 6.19 0.9655 2.34 Q 6.45 1.0170 2.36 .Q 6.72 1.0693 2.42 .Q 6.98 1.1226 2.45 Q 7.25 1.1769 2.51 Q 7.51 1.2322 2.54 .Q 7.78 1.2886 2.61 Q 8.05 1.3460 2.64 Q 8.31 1.4047 2.71 .Q 8.58 1.4646 2.75 Q 8.84 1.5258 2.84 .Q 9.11 1.5885 2.88 .Q 9.37 1.6526 2.97 Q 9.64 1.7182 3.02 Q 9.90 1.7856 3.13 Q 10.17 1.8548 3.18 Q 10.43 1.9259 3.31 Q 10.70 1.9991 3.37 Q 10.96 2.0745 3.51 .Q 11.23 2.1523 3.59 .Q 11.49 2.2328 3.76 Q 11.76 2.3162 3.85 .Q 12.02 2.4028 4.05 .Q 12.29 2.5001 4.83 Q 12.55 2.6132 5.49 Q 12.82 2.7352 5.64 Q 13.08 2.8624 5.97 Q 13.35 2.9954 6.16 Q 13.61 3.1353 6.60 Q 13.88 3.2829 6.86 Q 14.14 3.4400 7.48 Q 14.41 3.6084 7.88 Q 14.67 3.7914 8.82 Q 14.94 3.9913 9.43 Q 15.20 4.2164 11.11 Q 15.47 4.4737 12.37 Q 15.73 4.7761 15.23 Q 16.00 5.1715 20.86 Q 16.27 6.3443 86.17 16.53 7.4291 12.84 Q 16.80 7.6812 10.17 Q 17.06 7.8837 8.31 Q 17.33 8.0531 7.15 Q 17.59 8.2013 6.37 Q 17.86 8.3346 5.80 Q 18.12 8.4569 5.35 Q 18.39 8.5568 3.95 Q 18.65 8.6423 3.67 Q 18.92 8.7202 3.44 Q 19.18 6.7934 3.24 Q 19.45 8.8626 3.07 Q 19.71 8.9284 2.92 Q 19.98 8.9910 2.79 .Q 20.24 9.0509 2.68 Q m 20.51 9.1084 2.57 Q 20.77 9.1637 2.48 Q 21.04 9.2171 2.39 Q 21.30 9.2686 2.31 Q 21.57 9.3184 2.24 Q 21.83 9.3667 2.17 Q 22.10 9.4136 2.11 Q 22.36 9.4592 2.05 Q 22.63 9.5036 2.00 Q 22.89 9.5468 1.95 Q 23.16 9.5890 1.90 Q 23.42 9.6301 1.86 Q 23.69 9.6704 1.81 Q 23.95 9.7097 1.78 Q 24.22 9.7482 1.74 Q 24.49 ---------------------------------------------------------------------------- 9.7673 0.00 Q 1 5.37 0.1914 0.51 Q 1f�fil`ft��f ltk kffff4}ttf�lt�Rff }�tiMtftlti4ff ff Rff!!1•�f }f i4RRf ttl lrf iittRf♦ 5.f7 0.2040 0,52 Q SMALL AREA UNIT HYDROGRAPH MODEL 5.96 0.2167 0.53 Q 6.26 0.2297 0.54 Q (C) Copyright 1989 -2001 Advanced Engineering Software (see) 6.55 0.2429 0.55 Q Ver. 8.0 Release Date: 01/01/2001 License ID 1510 6.85 0.2564 0.56 Q 7.14 0.2701 0.57 Q Analysis prepared by: 7.44 0.2641 0.58 Q 7.74 0.2985 0.59 Q DEVELOPMENT RESOURCE CONSULTANTS, INC. 8.03 0.3131 0.61 Q 8175 E. KAISER BLVD. 8.33 0.3281 0.62 Q ANAHEIM HILLS, CA 92808 8.62 0.3434 0.64 Q P: (714)685 -6860 F: (714)685 -6801 8.92 0.3591 0.65 Q 9.21 0.3752 0.67 Q 9.51 0.3917 0.68 Q 9.80 0.4087 0.71 Q RATIONAL METHOD CALIBRATION COEFFICIENT - 0.90 10.10 0.4262 0.72 Q TOTAL CATCHMENT AREA(ACRES) - 30.00 10.39 0.4442 0.75 Q SOIL -LOSS RATE, Fm,(INCH /HR) - 0.416 10.69 0.4628 0.77 Q LOW LOSS FRACTION = 0.537 10.98 0.4820 0.81 Q TIME OF CONCENTRATION(MIN.) = 17.71 11.28 0.5019 0.83 Q RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) 11.57 0.5226 0.87 Q IS USED FOR SMALL AREA PEAK Q 11.87 0.5441 0.89 Q ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED 2 YEAR 12.16 0.5674 1.01 Q RETURN FREQUENCY(YEARS) = 2 12.46 0.5942 1.18 Q 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.19 12.75 0.6239 1.26 Q 30- MINUTE POINT RAINFALL VALUE(INCHES) - 0.40 13.05 0.6550 1.30 Q 1 -HOUR POINT RAINFALL VALUE(INCHES) - 0.53 13.34 0.6878 1.39 Q 3 -HOUR POINT RAINFALL VALUE(INCHES) - 0.89 13.64 0.7224 1.45 Q 6 -HOUR POINT RAINFALL VALUE(INCHES) - 1.22 13.93 0.7593 1.58 Q 24 -HOUR POINT RAINFALL VALUE(INCHES) = 2.05 14.23 0.7989 1.67 Q 14.52 0.8427 1.92 Q --------------------------------------------- ------ --------------- ---- ---- -- 14.82 0.8912 2.06 Q 15.11 0.9458 2.42 Q TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) - 2.53 15.41 1.0083 2.70 Q TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) - 2.59 15.70 1.0807 3.24 Q 16.00 1.1753 4.51 Q f1, t►f fflli fAtfflf }kfffi *f�e►fl4ttfef• i #fRtkf ��•f iii�•if ► }�trt�l�iRrA4 /ff♦ 16.30 1.6002 30.32 Q TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 16.59 2.0055 2.91 Q (HOURS) (AF) (CFS) 16.89 2.0680 2.22 Q --------------------------------------------- ---- ---------- --------- -- - - - - -- 17.18 2.1172 1.81 Q 0.06 0.0000 0.00 Q 17.48 2.1577 1.51 Q 0.36 0.0049 0.40 Q 17.77 2.1925 1.34 Q 0.65 0.0148 0.41 Q 18.07 2.2237 1.22 Q 0.95 0.0247 0.41 Q 18.36 2.2497 0.92 Q 1.24 0.0348 0.42 Q 18.66 2.2713 0.85 Q 1.54 0.0450 0.42 Q 18.95 2.2912 0.79 Q 1.83 0.0554 0.43 Q 19.25 2.3098 0.74 Q 2.13 0.0659 0.43 Q 19.54 2.3273 0.70 Q 2.42 0.0765 0.44 Q 19.84 2.3439 0.66 Q 2.72 0.0872 0.45 Q 20.13 2.3596 0.63 Q 3.01 0.0981 0.45 Q 20.43 2.3745 0.60 Q 3.31 0.1092 0.46 Q 20.72 2.3889 0.57 Q 3.60 0.1204 0.46 Q 21.02 2.4026 0.55 Q 3.90 0.1318 0.47 Q 21.31 2.4158 0.53 Q 4.19 0.1434 0.48 Q 21.61 2.4286 0.51 Q 4.49 0.1551 0.49 Q 21.90 2.4409 0.50 Q 4.78 0.1670 0.49 Q 22.20 2.4528 0.48 Q 5.08 0.1791 0.50 Q 22.49 2.4644 0.47 Q ILA ri U-1 22.79 2.4756 0.45 Q 23.08 2.4865 0.44 Q 23.38 2.4971 0.43 Q 23.67 2.5075 0.42 Q 23.97 2.5176 0.41 Q 24.26 2.5274 0.40 Q 24.56 2.5323 0.00 Q ---------------------------------------------------------------------------- 1 fiif /k /Rff ifff }fftff /ttR }ff Rff ifffff if /ffff }ff lff }iRf lff ♦ffflf R/f if Rf / / } / /ff SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 30.00 SOIL -LOSS RATE, FM,(INCH /HR) = 0.416 LOW LOSS FRACTION = 0.377 10-YEAR TIME OF CONCENTRATION(MIN.) = 16.68 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) - 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) - 3.66 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 5.58 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 3.62 RffffftRRfffkf Rffftlf RRfffff if RRf RiRRRRRfRkf ltffRff /tlffRiRRRf iiii / /tRffRf /f TIME VOLUME Q 0. 15.0 30.0 45.0 60.0 (HOURS) (AF) (CPS) ---------------------------------------------------------------------------- 0.15 0.0061 0.96 Q 0.43 0.0282 0.96 Q 0.71 0.0505 0.98 Q 0.99 0.0730 0.98 Q 1.27 0.0958 1.00 Q 1.54 0.1189 1.01 Q 1.82 0.1422 1.02 Q 2.10 0.1659 1.03 Q 2.38 0.1898 1.05 Q 2.66 0.2140 1.06 Q 2.93 0.2386 1.08 Q 3.21 0.2634 1.09 Q 3.49 0.2886 1.11 Q 3.77 0.3142 1.12 Q 4.05 0.3401 1.14 Q 4.32 0.3664 1.15 Q 4.60 0.3931 1.17 Q 4.88 0.4202 1.18 Q 5.16 0.4477 1.21 Q 21.56 5.3407 1.24 Q 5.44 0.4756 1.22 Q 21.84 5.3686 1.20 Q 5.71 0.5040 1.25 Q 22.12 5.3957 1.16 Q 5.99 0.5329 1.26 Q 22.39 5.4220 1.13 Q 6.27 0.5622 1.29 Q 22.67 5.4476 1.10 Q 6.55 0.5921 1.31 Q 22.95 5.4724 1.07 Q 6.83 0.6226 1.34 Q 23.23 5.4967 1.04 Q 7.10 0.6536 1.36 Q 23.51 5.5203 1.02 Q 7.38 0.6852 1.39 Q 23.78 5.5434 0.99 Q 7.66 0.7174 1.41 Q 24.06 5.5659 0.97 Q 7.94 0.7503 1.45 Q 24.34 5.5771 0.00 Q 8.22 0.7839 1.47 Q --------------------------------------------------------------------------- 8.49 0.8183 1.52 Q 1 8.77 0.8534 1.54 Q 9.05 0.8894 1.59 Q 9.33 0.9262 1.62 .Q 9.61 0.9640 1.67 .Q 9.88 1.0028 1.70 .Q 10.16 1.0428 1.77 Q 10.44 1.0838 1.80 Q 10.72 1.1261 1.88 Q 11.00 1.1698 1.92 Q 11.27 1.2150 2.01 .Q 11.55 1.2618 2.06 Q 11.83 1.3104 2.17 Q 12.11 1.3609 2.23 Q 12.39 1.4207 2.97 .Q 12.66 1.4898 3.05 Q 12.94 1.5620 3.23 Q 13.22 1.6374 3.33 Q 13.50 1.7167 3.57 Q 13.78 1.8003 3.71 Q 14.05 1.8893 4.04 Q 14.33 1.9844 4.24 Q 14.61 2.0877 4.75 Q 14.89 2.2005 5.07 Q 15.17 2.3275 5.99 Q 15.44 2.4728 6.66 Q 15.72 2.6413 8.00 Q 16.00 2.8639 11.38 Q 16.28 3.6118 53.72 Q 16.56 4.3089 6.96 Q 16.83 4.4517 5.48 Q 17.11 4.5660 4.47 Q 17.39 4.6618 3.86 Q 17.67 4.7457 3.45 Q 17.95 4.8214 3.14 Q 18.22 4.8878 2.65 Q 18.50 4.9424 2.11 .Q 18.78 4.9893 1.97 Q 19.06 5.0330 1.84 Q 19.34 5.0741 1.74 .Q 19.61 5.1130 1.64 Q 19.89 5.1498 1.57 Q 20.17 5.1850 1.49 Q 20.45 5.2186 1.43 Q 20.73 5.2509 1.38 Q 21.00 5.2819 1.32 Q 21.28 5.3118 1.28 0 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 0.5334 TOTAL CATCHMENT AREA(ACRES) = 30.00 Q 5.35 SOIL -LOSS RATE, Fm,(INCH /HR) - 0.416 1.59 Q LOW LOSS FRACTION - 0.326 0.6050 1.61 TIME OF CONCENTRATION(MIN.) - 16.38 5.90 0.6416 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER)_ 6.17 IS USED FOR SMALL AREA PEAK Q 1.66 �� ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED 1.70 RETURN FREQUENCY(YEARS) = 25 6.72 0.7554 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 6.99 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 .Q 1 -HOUR POINT RAINFALL VALUE(INCHES) - 1.15 1.79 3 -HOUR POINT RAINFALL VALUE(INCHES) - 1.94 0.8756 6 -HOUR POINT RAINFALL VALUE(INCHES) - 2.71 7.81 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 Q ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 7.19 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 4.03 !! f* ft* R**!* f* f* Rtff** f****♦ f* f** ff* ff!* iff• lfff TIME VOLUME Q 0. 17.5 !*fff!!ff!*## 35.0 *ff * ** * * * # # # # ## 52.5 70.0 (HOURS) (AF) (CPS) ---------------------------------------------------------------------------- 2.00 .Q 0.17 0.0000 0.00 Q 1.0931 2.03 0.44 0.0000 1.25 Q 9.18 1.1397 0.71 0.0284 1.26 Q .Q 9.45 0.99 0.0571 1.28 Q 2.13 Q 1.26 0.0861 1.29 Q 1.2363 2.21 1.53 0.1154 1.31 Q 9.99 1.2866 1.80 0.1451 1.32 Q Q 10.27 2.08 0.1752 1.34 Q 2.33 .Q 2.35 0.2056 1.35 Q 1.3915 2.38 2.62 0.2365 1.38 Q 10.81 1.4463 2.90 0.2677 1.39 Q .Q 11.09 3.17 0.2993 1.41 Q 2.54 Q 3.44 0.3314 1.43 Q 1.5616 2.66 3.72 0.3638 1.45 Q 11.63 1.6223 3.99 0.3968 1.47 Q Q 11.90 4.26 0.4302 1.50 Q 2.87 .Q 4.53 0.4641 1.51 Q 1.7510 2.95 4.81 0.4985 1.54 0 12.45 1.8307 5.08 0.5334 1.56 Q 5.35 0.5689 1.59 Q 5.63 0.6050 1.61 Q 5.90 0.6416 1.64 Q 6.17 0.6789 1.66 Q 6.45 0.7168 1.70 Q 6.72 0.7554 1.72 Q 6.99 0.7947 1.76 .Q 7.26 0.8348 1.79 Q 7.54 0.8756 1.83 Q 7.81 0.9173 1.86 Q 8.08 0.9598 1.91 Q 8.36 1.0033 1.94 .Q 8.63 1.0477 2.00 .Q 8.90 1.0931 2.03 .Q 9.18 1.1397 2.10 .Q 9.45 1.1874 2.13 Q 9.72 1.2363 2.21 .Q 9.99 1.2866 2.25 Q 10.27 1.3383 2.33 .Q 10.54 1.3915 2.38 Q' 10.81 1.4463 2.48 .Q 11.09 1.5030 2.54 Q 11.36 1.5616 2.66 Q 11.63 1.6223 2.72 Q 11.90 1.6854 2.87 .Q 12.18 1.7510 2.95 Q 12.45 1.8307 4.11 Q 12.72 1.9246 4.22 Q 13.00 2.0225 4.46 Q 13.27 2.1247 4.60 Q 13.54 2.2320 4.92 Q 13.82 2.3450 5.10 Q 14.09 2.4652 5.54 Q 14.36 2.5924 5.74 Q 14.63 2.7295 6.41 Q 14.91 2.8791 6.85 Q 15.18 3.0472 8.06 Q 15.45 3.2392 8.96 Q 15.73 3.4604 10.65 Q 16.00 3.7552 15.48 Q . 16.27 4.6579 64.54 16.55 5.4897 9.20 Q 16.82 5.6768 7.38 Q 17.09 5.8283 6.05 Q 17.36 5.9564 5.31 Q 17.64 6.0699 4.75 Q 17.91 6.1724 4.33 Q 18.18 6.2663 3.99 Q 18.46 6.3428 2.79 Q 18.73 6.4036 2.60 Q 19.00 6.4603 2.43 Q 19.28 6.5135 2.29 Q 19.55 6.5638 2.17 Q 19.82 6.6116 2.06 Q 20.09 6.6570 1.97 Q 20.37 6.7005 1.88 Q 20.64 6.7422 1.81 Q 20.91 6.7822 1.74 Q m � � � 7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 E 1 1 1 11 11 1 1 1 1 R 1 11 1 1 1 1 1 1 i 21.19 6.8209 1.68 Q . . . 1 21.46 6.8581 1.62 Q . 21.73 6.8942 1.57 Q . . . . SMALL AREA UNIT HYDROGRAPH MODEL T 22.01 6.9291 1.52 Q . 22.28 6.9630 1.48 Q . . . . (C) Copyright 1989 -2001 Advanced Engineering Software (aes) 22.55 6.9960 1.44 Q . . . . Ver. 8.0 Release Date: 01/01/2001 License ID 1510 22.83 7.0280 1.40 Q . 23!10 7.0593 1.37 Q . . . . Analysis prepared by: 23.37 7.0897 1.33 Q . . 23.64 7.1194 1.30 Q . . . . DEVELOPMENT RESOURCE CONSULTANTS, INC. 23.92 7.1484 1.27 Q . . . . 8175 E. KAISER BLVD. 24.19 7.1768 1.24 Q . . . . ANAHEIM HILLS, CA 92808 24.46 7.1909 0.00 Q . . . . P: (714)685 -6860 F: (714)685 -6801 • 1 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 30.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.416 LOW LOSS FRACTION = 0.263 /�/{ TIME OF CONCENTRATION(MIN.) = 15.91 '(JU 'YEAR RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 1 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 9.77 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 4.31 TIME VOLUME Q 0. 22.5 45.0 67.5 90.0 (HOURS) (AF) (CFS) 0.09 0.0000 0.00 Q . . 0.36 0.0000 1.75 Q . . 0.62 0.0385 1.76 Q . . 0.89 0.0774 1.79 Q . . 1.15 0.1167 1.80 Q . . 1.42 0.1565 1.83 Q . . 1.68 0.1967 1.84 Q . . 1.95 0.2374 1.87 0 . . 2.21 0.2786 1.89 Q . . 2.48 0.3202 1.92 Q . . 2.74 0.3624 1.93 Q . . 3.01 0.4051 1.96 Q . . . 3.27 0.4483 1.98 Q . . : 3.54 0.4921 2.02 Q . . c 3.80 0.5364 2.03 Q . . . 4.07 0.5814 2.07 Q . . i 4.33 0.6270 2.09 Q . . 4.60 0.6732 2.13 0 If 1 I 1 1 1 11 1 1 1 1 I t 1 1 t i E 1 11 I 1 1 1 1 1 1 1 11 1 I 1 1 1 E 1 I 1 4.86 0.7201 2.15 Q 20.51 9.1084 2.57 .Q 5.13 0.7677 2.19 Q 20.77 9.1637 2.48 .Q . 5.39 0.8160 2.22 Q . . • . 21.04 9.2171 2.39 .Q • . • . 5.66 0.8650 2.26 .0 . . • . 21.30 9.2686 2.31 .Q • . . 5.92 0.9148 2.29 .Q . . . . 21.57 9.3184 2.24 Q 6.19 0.9655 2.34 .Q 21.83 9.3667 2.17 Q . 6.45 1.0170 2.36 .Q . 22.10 9.4136 2.11 Q . 6.72 1.0693 2.42 .Q . 22.36 9.4592 2.05 Q • . • . 6.98 1.1226 2.45 .Q . 22.63 9.5036 2.00 Q . . 7.25 1.1769 2.51 .Q 22.89 9.5468 1.95 Q • . 7.51 1.2322 2.54 .Q . . 23.16 9.5890 1.90 Q • . 7.78 1.2886 2.61 .Q . • . . 23.42 9.6301 1.86 Q • . 8.05 1.3460 2.64 .Q . • . . 23.69 9.6704 1.81 Q . . • 8.31 1.4047 2.71 .Q 23.95 9.7097 1.78 Q . • 8.58 1.4646 2.75 .Q . 24.22 9.7482 1.74 Q . 8.84 1.5258 2.84 .Q . 24.49 9.7673 0.00 Q . . . 9.11 1.5885 2.88 .Q . . 9.37 1.6526 2.97 .Q . 1 9.64 1.7182 3.02 .Q . . 9.90 1.7856 3.13 .Q . . • . 10.17 1.8548 3.18 .Q . 10.43 1.9259 3.31 .Q . . . 10.70 1.9991 3.37 .Q . . • 10.96 2.0745 3.51 .Q . . 11.23 2.1523 3.59 .Q . . • • 11.49 2.2328 3.76 .Q . . • • 11.76 2.3162 3.85 .0 . . 12.02 2.4028 4.05 .Q . . . 12.29 2.5001 4.83 . Q . . • . 12.55 2.6132 5.49 . Q . . • . 12.82 2.7352 5.64 . Q . . • • 13.08 2.8624 5.97 . Q . . • • 13.35 2.9954 6.16 . Q . . • . 13.61 3.1353 6.60 . 0 . . • • 13.88 3.2829 6.86 . Q . . • • 14.14 3.4400 7.48 . Q . . • 14.41 3.6084 7.88 . Q . . • • 14.67 3.7914 8.82 . Q . . • • 14.94 3.9913 9.43 . Q . . • • 15.20 4.2164 11.11 . Q . . • 15.47 4.4737 12.37 . Q . . • • 15.73 4.7761 15.23 . Q . . • • 16.00 5.1715 20.86 . Q. . • • 16.27 6.3443 86.17 . . . . Q . 16.53 7.4291 12.84 . Q • . . 16.80 7.6812 10.17 . Q . . . 17.06 7.8837 , 8.31 . Q . . . 17.33 8.0531 7.15 . Q . . . 17.59 8.2013 6.37 . Q . . . 17.86 8.3346 5.80 • 0 . . • 18.12 8.4569 5.35 . Q . . 18.39 8.5588 3.95 .Q . . . 18.65 8.6423 3.67 .Q . . . . 18.92 8.7202 3.44 .Q . . . . 19.18 8.7934 3.24 .Q . . . . 1 19.45 8.8626 3.07 .Q . . . • 19.71 8.9284 2.92 .0 . . . . 19.98 8.9910 2.79 .Q . . . . 20.24 9.0509 2.68 .Q . . . • HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA SECTION 8.0 DETENTION BASIN SIZING / OUTLET REPORTS 01 -900 Hydrology Report.doc Reservoir Report Page 1 Reservoir No. 1 Pond A Culvert / Orifice Structures Stage Weir Structures Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge [A] [B] [C] (cfs) (cfs) (cfs) (cfs) [A] [B] [C] Rise (in) = 0.0 0.0 0.0 Crest Len (ft) = 9.4 0.0 0.0 Span (in) = 0.0 0.0 0.0 Crest El. (ft) = 76.25 0.00 0.00 No. Barrels = 0 0 0 Weir Coeff. = 3.00 3.00 3.00 Invert El. (ft) = 0.00 0.00 0.00 Eqn. Exp. = 1.50 1.50 1.50 Length (ft) = 0.0 0.0 0.0 Multi -Stage = No No No Slope ( %) = 0.00 0.00 0.00 - - - 0.00 - - 0.00 0.8 N Value = .013 .013 013 0.9 2,813 69.90 Orif. Coeff. = 0.60 0.60 0.60 3,125 70.00 -- - -- - 0.00 -- -- 0.00 Multi -Stage = ----- No No Tailwater Elevation = 70.00 ft 1.2 Note: All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cult) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 69.00 - - - 0.00 - - 0.00 0.1 313 69.10 - - - 0.00 - - 0.00 0.2 625 69.20 -- - - -- 0.00 -- - 0.00 0.3 938 69.30 -- -- - 0.00 - -- 0.00 0.4 1,250 69.40 - - -- 0.00 - -- 0.00 0.5 1,563 69.50 - - - 0.00 - - 0.00 0.6 1,875 69.60 - - - 0.00 - - 0.00 0.7 2,188 69.70 - - - 0.00 - - 0.00 0.8 2,500 69.80 -- - - 0.00 - - 0.00 0.9 2,813 69.90 -- -- - 0.00 - - -- 0.00 1.0 3,125 70.00 -- - -- - 0.00 -- -- 0.00 1.1 3,761 70.10 - -- -- - -- 0.00 -- - 0.00 1.2 4,397 70•.20 - - - 0.00 - - 0.00 1.3 5,034 70.30 - - - 0.00 - - 0.00 1.4 5,670 70.40 - - - 0.00 - - 0.00 1.5 6,306 70.50 - -- - -- 0.00 - -- -- 0.00 1.6 6,942 70.60 - -- - 0.00 - -- - 0.00 1.7 7,578 70.70 -- -- - 0.00 -- -- 0.00 1.8 8,215 70.80 - -- - 0.00 - -- 0.00 1.9 8,851 70.90 - - - 0.00 - - 0.00 2.0 9,487 71.00 - - -- 0.00 -- - 0.00 2.1 10,198 71.10 -- -- - 0.00 - - 0.00 2.2 10,909 71.20 - -- - -- - -- 0.00 - - -- 0.00 2.3 11,621 71.30 - -- - -- 0.00 -- -- 0.00 2.4 12,332 71.40 - -- -- --- 0.00 - -- - 0.00 2.5 13,043 71.50 - - -- 0.00 - - 0.00 E A Continues on next page... pq Pond A Page 2 c Continues on next page... L Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cult) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 13,754 71.60 - - -- -- 0.00 - -- 0.00 2.7 2.8 14,465 15,177 71.70 - - 71.80 -- - - 0.00 - - - 0.00 - - 0.00 0.00 2.9 15,888 71.90 - - - 0.00 - - 0.00 3.0 16,599 72.00 - - - 0.00 - - 0.00 3.1 17,392 72.10 - - - 0.00 - - 0.00 3.2 18,184 72.20 - - - 0.00 - - 0.00 3.3 18,977 72.30 - - - 0.00 -- - 0.00 3.4 19,769 72.40 - -- - -- 0.00 - - 0.00 3.5 20,562 72.50 0.00 --- 0.00 3.6 21,354 - - 72.60 - - 0.00 0.00 3.7 22,147 72.70 - - - 0.00 - - 0.00 3.8 22,939 72.80 - - - 0.00 - - 0.00 3.9 23,732 72.90 - -- -- 0.00 - -- 0.00 4.0 24,524 73.00 - -- -- 0.00 - - 0.00 4.1 25,404 73.10 - - - 0.00 - -- 0.00 4.2 26,284 73.20 0.00 0.00 4.3 27,164 - - 73.30 - - - 0.00 0.00 4.4 28,044 73.40 - - - 0.00 - - 0.00 4.5 4.6 28,924 29,804 73.50 - - 73.60 - 0.00 - - 0.00 0.00 0.00 4.7 30,684 �- -- 73.70 - _- - 0.00 0.00 4.8 31,564 73.80 - - - 0.00 - -- -- 0.00 4.9 32,444 73.90 - - - 0.00 - - 0.00 5.0 33,324 74.00 - - - 0.00 - - 0.00 5.1 34,287 74.10 - - - 0.00 - - 0.00 5.2 35,249 74.20 -- - -- -- 0.00 - - 0.00 5.3 36,212 74.30 -- - - 0.00 -- -- 0.00 5.4 37,174 74.40 -- - - 0.00 - - 0.00 5.5 38,137 74.50 - -- - 0.00 - - 0.00 5.6 39,099 74.60 - - - 0.00 - - 0.00 5.7 40,062 74.70 - - - 0.00 - - 0.00 5.8 41,024 74.80 - - - 0.00 - - 0.00 5.9 41,987 74.90 - - -- - 0.00 - -- 0.00 6.0 42,949 75.00 -- -- -- 0.00 -- - 0.00 6.1 43,987 75.10 - -- -- - 0.00 -- -- 0.00 6.2 45,024 75.20 - - - 0.00 - - 0.00 6.3 46,062 75.30 - - - 0.00 - - 0.00 6.4 47,099 75.40 - - - 0.00 - - 0.00 6.5 48,137 75.50 - -- -- -- 0.00 - -- -- 0.00 6.6 49,174 75.60 - - -- - 0.00 -- - 0.00 6.7 50,212 75.70 -- - -- - 0.00 - -- -- 0.00 6.8 51,249 75.80 - - - 0.00 - - 0.00 6.9 52,287 75.90 - - - 0.00 - - 0.00 7.0 53,324 76.00 - -- - -- 0.00 - - 0.00 7.1 54,444 76.10 - - - 0.00 - - 0.00 7.2 55,564 76.20 - -- -- - -- 0.00 - - -- 0.00 7.3 56,684 76.30 - -- - -- - 0.32 - -- - 0.32 7.4 57,804 76.40 - -- - -- - -- 1.64 - -- - -- 1.64 7.5 58,924 76.50 - - - 3.53 - - 3.53 c Continues on next page... L C C C C C C ON E C E E e G E C Pond A Page 3 Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.6 60,044 76.60 - -- -_ 5.85 -- -- 5.85 7.7 61,164 76.70 - - - 8.53 -- - 8.53 7.8 62,284 76.80 - - - 11.53 - - -- 11.53 7.9 63,404 76.90 - - - 14.81 - - 14.81 8.0 64,524 77.00 - - - 18.36 - - 18.36 8.1 65,734 77.10 - - - 22.15 - - 22.15 8.2 66,944 77.20 - - - 26.17 - - 26.17 8.3 68,154 77.30 -- - - 30.41 - - -- 30.41 8.4 69,364 77.40 -- - -- 34.85 - -- 34.85 8.5 70,574 77.50 - -- - -- 39.49 - -- - 39.49 8.6 71,784 77.60 - - - 44.33 - - 44.33 8.7 72,994 77.70 - - - 49.34 - - 49.34 8.8 74,204 77.80 - - - 54.53 - - 54.53 8.9 75,414 77.90 -- - - 59.90 - -- - 59.90 9.0 76,624 78.00 -- -- -- 65.42 - - 65.42 9.1 77,934 78.10 - - - 71.11 - -- 71.11 9.2 79,244 78.20 - - - 76.95 - - 76.95 9.3 80,554 78.30 - - - 82.95 - - 82.95 9.4 81,864 78.40 - - - 89.09 - - 89.09 9.5 83,174 78.50 - - - 95.38 - - 95.38 9.6 84,484 78.60 - -- - 101.81 -- - 101.81 9.7 85,794 78.70 -- -- - 108.37 - -- -- 108.37 9.8 87,104 78.80 - -- - 115.07 -- - 115.07 9.9 88,414 78.90 - - - 121.91 - - 121.91 10.0 89,724 79.00 - - - 128.88 - - 128.88 Reservoir Report 0 Page 1 Reservoir No. 2 Pond B Culvert / Orifice Structures Stage Weir Structures Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Discharge ���■■■ [A] [B] [C] (cfs) (cfs) (cfs) (cfs) [A] [B] [C] Rise (in) = 0.0 0.0 0.0 Crest Len (ft) = 9.4 0.0 0.0 Span (in) = 0.0 0.0 0.0 Crest El. (ft) = 89.25 0.00 0.00 No. Barrels = 0 • 0 0 Weir Coeff. = 3.00 3.00 3.00 Invert El. (ft) = 0.00 0.00 0.00 Eqn. Exp. = 1.50 1.50 1.50 Length (ft) = 0.0 0.0 0.0 Multi -Stage = No No No Slope ( %) = 0.00 0.00 0.00 - - - 0.00 - - 0.00 0.8 N -Value = .013 .013 .013 0.9 2,813 82.90 Orif. Coeff. = 0.60 0.60 0.60 3,125 83.00 - -- -- 0.00 -- - 0.00 Multistage = - No No Tailwater Elevation = 80.00 ft 1.2 Note: All outflows have been analyzed under inlet and outlet control Stage / Storage / Discharge Table Stage Storage Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Discharge ���■■■ (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 82.00 - - - 0.00 - - 0.00 0.1 313 82.10 - - - 0.00 - - 0.00 0.2 625 82.20 - - -- - 0.00 -- - 0.00 0.3 938 82.30 - - - 0.00 - - 0.00 0.4 1,250 82.40 - -- - 0.00 - -- 0.00 0.5 1,563 82.50 - -- - 0.00 - - 0.00 0.6 1,875 82.60 - - - 0.00 - - 0.00 0.7 2,188 82.70 - - - 0.00 - - 0.00 0.8 2,500 82.80 - - - 0.00 - -- 0.00 0.9 2,813 82.90 -- - - 0.00 -- -- 0.00 1.0 3,125 83.00 - -- -- 0.00 -- - 0.00 1.1 3,761 83.10 - - - 0.00 - - 0.00 1.2 4,397 83.20 - - - 0.00 - - 0.00 1.3 5,034 83.30 - - - 0.00 - - 0.00 1.4 5,670 83.40 - - - 0.00 - - 0.00 1.5 1.6 6,306 6,942 83.50 83.60 - -- - - 0.00 - -- - - 0.00 - - 0.00 - - 0.00 1.7 7,578 83.70 - -- -- - 0.00 -- -- 0.00 1.8 8,215 83.80 - - - 0.00 - - 0.00 1.9 8,851 83.90 - - - 0.00 - - 0.00 2.0 9,487 84.00 - - -- 0.00 - - 0.00 2.1 10,198 84.10 - -- - -- 0.00 -- - -- 0.00 2.2 10,909 84.20 --- - -- --- 0.00 -- -- 0.00 2.3 11,621 84.30 - -- - -- 0.00 - -- - -- 0.00 2.4 12,332 84.40 - -- -- 0.00 - - 0.00 2.5 13,043 84.50 - - - 0.00 - - 0.00 1� Continues on next page... Pond B Page 2 Continues on next page... Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (tuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 13,754 84.60 -- - -- 0.00 -- -- 0.00 2.7 2.8 14,465 15,177 84.70 - - 84.80 - - - 0.00 -- -- - 0.00 - - 0.00 0.00 2.9 15,888 84.90 - - - 0.00 - - 0.00 3.0 16,599 85.00 - - - 0.00 - - 0.00 3.1 17,392 85.10 - - - 0.00 - - 0.00 3.2 18,184 85.20 - - - 0.00 - - 0.00 3.3 18,977 85.30 - - - 0.00 - - 0.00 3.4 19,769 85.40 - - - 0.00 - -- 0.00 Pw 3.5 20,562 85.50 - - - 0.00 - - 0.00 3.6 21,354 85.60 - - - 0.00 - - 0.00 3.7 22,147 85.70 - - - 0.00 - - 0.00 3.8 22,939 85.80 - - - 0.00 - - 0.00 3.9 23,732 85.90 - -- - 0.00 - - -- 0.00 4.0 24,524 86.00 - -- - 0.00 - - -- 0.00 4.1 25,404 86.10 - - - 0.00 - - 0.00 4.2 26,284 86.20 - - - 0.00 - - 0.00 4.3 27,164 86.30 - - - 0.00 - - 0.00 4.4 28,044 86.40 - - - 0.00 - - 0.00 4.5 4.6 28,924 29,804 86.50 - - 86.60 -_ - - 0.00 - - -- 0.00 - -- 0.00 0.00 4.7 30,684 86.70 -- -- -- 0.00 - - -- 0.00 4.8 31,564 86.80 - -- - 0.00 - -- - 0.00 4.9 32,444 86.90 0.00 0.00 5.0 33,324 _ 87.00 _ -- 0.00 0.00 5.1 34,287 87.10 - - - 0.00 - - - 0.00 5.2 5.3 35,249 36,212 87.20 - -- 87.30 - -- -- - 0.00 -- -- - 0.00 - - 0.00 0.00 5.4 37,174 87.40 - - - 0.00 - - 0.00 5.5 38,137 87.50 - - - 0.00 - - 0.00 5.6 39,099 87.60 - - - 0.00 - - 0.00 5.7 40,062 87.70 - - - 0.00 - - 0.00 5.8 41,024 87.80 - - - 0.00 - - 0.00 5.9 41,987 87.90 - -- - -- 0.00 - - 0.00 6.0 42,949 88.00 - -- - -- - -- 0.00 - -- 0.00 6.1 43,987 88.10 -- - -- 0.00 - -- - 0.00 6.2 45,024 88.20 - - - 0.00 - - 0.00 6.3 46,062 88.30 - - - 0.00 - - 0.00 6.4 47,099 88.40 - - - 0.00 - - 0.00 6.5 48,137 88.50 -- --- -- 0.00 - -- -- 0.00 6.6 49,174 88.60 - -- -- - -- 0.00 - -- - 0.00 6.7 50,212 88.70 - -- -- 0.00 -- -- 0.00 6.8 51,249 88.80 - - - 0.00 - - 0.00 6.9 52,287 88.90 - - - 0.00 - - 0.00 7.0 53,324 89.00 - - - 0.00 - - 0.00 7.1 54,444 89.10 - - - 0.00 - - 0.00 7.2 55,564 89.20 -- -- -- 0.00 - -- -- 0.00 7.3 56,684 89.30 -- - -- -- 0.32 -- - -- 0.32 7.4 57,804 89.40 -- - -- - -- 1.64 - -- 1.64 7.5 58,924 89.50 - - - 3.53 - -- 3.53 Continues on next page... pw Page 3 Pond B Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.6 60,044 89.60 - - -- - -- 5.85 -- - 5.85 7.7 7.8 61,164 62,284 89.70 - 89.80 - - 8.53 --- - -- _ 11.53 _ _ 8.53 11.53 _ 14.81 14.81 7.9 8.0 63,404 64,524 89.90 90.00 - _ - - 18.36 - - 18.36 8.1 65,734 90.10 22.15 _ 8.2 66,944 90.20 _ - 2 2.15 - - 26.17 26.17 8.3 68,154 90.30 - - - 30.41 30.41 8.4 69,364 90.40 -- - --- 34.85 -- - 34.85 8.5 70,574 90.50 -_ _ 39.49 _ _ 39.49 44.33 8.6 71,784 90.60 _ 44.33 8.7 72,994 90.70 - - - 49.34 - - 49.34 8.8 74,204 90.80 - - 54.53 - 54.53 8.9 75,414 90.90 - - 59.90 59.90 9.0 76,624 91.00 - -- - - 65.42 65.42 9.1 77,934 91.10 -- - - 71.11 -- - 71.11 9.2 79,244 91.20 - 76.95 - _ 76.95 9.3 80,554 91.30 _ 82.95 82.95 9.4 81,864 91.40 - - - 89.09 - - 89.09 9.5 9.6 83,174. 84,484 91.50 - 91.60 - - 95.38 - - 101.81 -_ 95.38 101.81 9.7 85,794 - 91.70 - - 108.37 M 108.37 9.8 87,104 91.80 -- -- -- 115.07 -- -- 115.07 9.9 88,414 91.90 -- - - 121.91 - - 121.91 10.0 89,724 92.00 - - - 128.88 - - 128.88 c t to Reservoir Report Page 1 Reservoir No. 3 Pond C Culvert / Orifice Structures Stage Weir Structures Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge [A] [B] [C] (cfs) (cfs) (cfs) (cfs) [A►] [B] [C] Rise (in) = 0.0 0.0 0.0 Crest Len (ft) = 9.4 0.0 0.0 Span (in) = 0.0 0.0 0.0 Crest El. (ft) = 91.25 0.00 0.00 No. Barrels = 0 0 0 Weir Coeff. = 3.00 3.00 3.00 Invert El. (ft) = 0.00 0.00 0.00 Eqn. Exp. = 1.50 1.50 1.50 Length (ft) = 0.0 0.0 0.0 Multi -Stage = No No No Slope ( %) = 0.00 0.00 0.00 - -- -- 0.00 -- - 0.00 0.8 N Value = .013 .013 .013 0.9 2,610 84.90 Orif. Coeff. = 0.60 0.60 0.60 2,900 85.00 - - - 0.00 - - 0.00 Multistage = - No No Tailwater Elevation = 80.00 ft 1.2 Note: All outflows have been analyzed under inlet and outlet control. I Stage / Storage / Discharge Table C Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cult) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 84.00 - - -- - 0.00 -- - 0.00 Pq 0.1 290 84.10 - - - 0.00 - - 0.00 0.2 580 84.20 - - - 0.00 - - 0.00 0.3 870 84.30 - - - 0.00 - - 0.00 0.4 1,160 84.40 - - - 0.00 - - 0.00 0.5 1,450 84.50 -- - - 0.00 -- - 0.00 0.6 1,740 84.60 - -- -- 0.00 - -- -- 0.00 0.7 2,030 84.70 - -- -- 0.00 -- - 0.00 0.8 2,320 84.80 - - - 0.00 - - 0.00 0.9 2,610 84.90 - - - 0.00 - - 0.00 1.0 2,900 85.00 - - - 0.00 - - 0.00 1.1 3,485 85.10 - - - 0.00 - -- 0.00 1.2 4,070 85.20 -- - -- -- 0.00 - -- - 0.00 1.3 4,655 85.30 - -- -- 0.00 - -- - 0.00 1.4 5,240 85.40 - - -- 0.00 -- -- 0.00 1.5 1.6 5,825 6,410 85.50 85.60 - - - 0.00 - - - 0.00 - - 0.00 - - 0.00 1.7 6,995 85.70 - - - 0.00 - - 0.00 1.8 7,580 85.80 - - -- -- 0.00 -- -- 0.00 1.9 8,165 85.90 - - -- - 0.00 - -- - -- 0.00 2.0 8,750 86.00 - - -- - 0.00 - - 0.00 2.1 9,400 86.10 - - - 0.00 - - 0.00 2.2 10,050 86.20 - - - 0.00 - - 0.00 2.3 10,700 86.30 - - - 0.00 - - 0.00 2.4 11,350 86.40 - - - 0.00 - - 0.00 2.5 12,000 86.50 -- - -- - -- 0.00 - - 0.00 Continues on next page... C Pond C Page 2 Pq Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 12,650 86.60 - -- -- -- 0.00 -- - -- 0.00 2.7 13,300 86.70 - - -- - -- 0.00 - -- - 0.00 2.8 13,950 86.80 - -- - 0.00 - - 0.00 0.00 2.9 14,600 86.90 - - - 0.00 - - 3.0 15,250 87.00 - - - 0.00 - - 0.00 3.1 15,970 87.10 - 0.00 0.00 3.2 16,690 -- 87.20 - - Y 0.00 0.00 3.3 17,410 87.30 - -- - -- 0.00 0.00 3.4 18,130 87.40 - -- -- - 0.00 -- - 0.00 3.5 18,850 87.50 - -_ - 0.00 -_ - 0.00 0.00 0.00 3.6 19,570 87.60 3.7 20,290 87.70 - - - 0.00 - - 0.00 3.8 21,010 87.80 - 0.00 0.00 3.9 21,730 87.90 Y - - - 0.00 0.00 4.0 22,450 88.00 - - -- 0.00 0.00 4.1 23,240 88.10 - -- - 0.00 - -- 0.00 4.2 24,030 88.20 - 0.00 - - 0.00 4.3 24,820 - 88.30 - 0.00 0.00 4.4 25,610 88.40 - - - 0.00 - - 0.00 4.5 4.6 26,400 27,190 88.50 - 88.60 - - 0.00 - - 0.00 - 0.00 0.00 4.7 27,980 88.70 Y - - 0.00 0.00 4.8 28,770 88.80 -- -- - 0.00 -- -- 0.00 4.9 29,560 88.90 - - - 0.00 - - 0.00 5.0 30,350 89.00 - - - 0.00 - - 0.00 5.1 31,213 89.10 - - - 0.00 - - 0.00 5.2 32,075 89.20 - -- - -- -- 0.00 - -- - -- 0.00 5.3 32,938 89.30 -- - -- - 0.00 -- - -- 0.00 0.00 5.4 33,800 89.40 - -- - 0.00 - - 5.5 34,663 89.50 - - - 0.00 - - 0.00 5.6 35,525 89.60 --- - - 0.00 - - 0.00 5.7 36,388 89.70 - - - 0.00 - - 0.00 5.8 37,250 89.80 - - - 0.00 - - 0.00 5.9 38,113 89.90 -- - -- - 0.00 -- -- 0.00 6.0 38,975 90.00 - -- - - 0.00 - -- 0.00 6.1 39,913 90.10 - -- - 0.00 - - -- 0.00 6.2 40,850 90.20 - - - 0.00 - - 0.00 6.3 6.4 41,788 42,725 90.30 - 90.40 - - - 0.00 - - - - 0.00 - - 0.00 0.00 6.5 43,663 90.50 - -- -- - -- 0.00 - -- -- 0.00 6.6 44,600 90.60 - -- -- - 0.00 - -- -- 0.00 6.7 45,538 90.70 - -- - - 0.00 - -- -- 0.00 g 6.8 46,475 90.80 - - - 0.00 - - 0.00 6.9 47,413 90.90 - - - 0.00 - - 0.00 7.0 48,350 91.00 - - - 0.00 - - 0.00 . -$ 7.1 49,365 91.10 - - - 0.00 - - 0.00 -- 0.00 0.00 7.2 50,380 91.20 - -- - -- -- - -- - 7.3 51,395 91.30 -- - -- - -- 0.32 - - 0.32 7.4 52,410 91.40 - -- - -- 1.64 - -- 1.64 7.5 53,425 91.50 - - - 3.53 - - 3.53 Continues on next page... C C E C E C C C C C C E E G E C E Pond C Page 3 Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cult) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.6 54,440 91.60 --- --- - -- 5.85 - -- - -- 5.85 7.7 55,455 91.70 -- - - 8.53 - -- -- 8.53 7.8 56,470 91.80 - - - 11.53 -- - 11.53 7.9 57,485 91.90 - - - 14.81 - - 14.81 8.0 58,500 92.00 - - - 18.36 - - 18.36 8.1 59,595 92.10 - - - 22.15 - - 22.15 8.2 60,690 92.20 - - - 26.17 - - 26.17 8.3 61,785 92.30 - -- -- - 30.41 - -- - 30.41 8.4 62,880 92.40 -- - - 34.85 - - 34.85 8.5 63,975 92.50 - --- - 39.49 - - 39.49 8.6 65,070 92.60 - - - 44.33 - - 44.33 8.7 66,165 92.70 - - - 49.34 - - 49.34 8.8 67,260 92.80 - - - 54.53 - - 54.53 8.9 68,355 92.90 - - -- - 59.90 - -- - 59.90 9.0 69,450 93.00 - - -- -- 65.42 -- - 65.42 9.1 70,630 93.10 - - - 71.11 - - 71.11 9.2 71,810 93.20 - - - 76.95 - - 76.95 9.3 72,990 93.30 - - - 82.95 - - 82.95 9.4 74,170 93.40 - - - 89.09 - - 89.09 9.5 75,350 93.50 - - - 95.38 - - 95.38 9.6 76,530 93.60 -- -- -- 101.81 -- - -- 101.81 9.7 77,710 93.70 -- -- -- 108.37 -- - 108.37 9.8 78,890 93.80 - -- - -- 115.07 - - 115.07 9.9 80,070 93.90 - - - 121.91 - - 121.91 10.0 81,250 94.00 - - - 128.88 - - 128.88 6 HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA SECTION 9.0 FLOW THROUGH DETENTION BASIN CALCULATIONS 01 -900 Hydrology Report.doc AR A D 0 C C Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak now (cfs) Time interval (min) Time to peak (min) Volume (acft) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cult) Hydrograph description 1 Manual 30.3 18 990 2.57 2 - - 2 Year Inflow 2 Manual 53.7 17 1003 5.69 10 - - - 10 Year Inflow 3 Manual 64.5 16 944 7.04 25 - - -- - - - - -- 25 Year Inflow 4 Manual 86.2 16 976 9.84 100 - - - 100 Year Inflo 5 Reservoir 17.2 18 1008 1.30 2 1 76.97 64167 2 Yr Pond A 6 Reservoir 38.3 17 1003 4.41 10 2 77.47 70270 10 Yr Pond A 7 Reservoir 46.9 16 944 5.76 25 3 77.65 72393 25 Yr Pond A 8 Reservoir 64.0 16 976 8.57 100 4 77.97 76306 100 Yr Pond A 9 Reservoir 17.2 18 1008 1.30 2 1 89.97 64167 2 Yr Pond B 10 Reservoir 38.3 17 1003 4.41 10 2 90.47 70270 10 Yr Pond B 11 Reservoir 46.9 16 944 5.76 25 3 90.65 72393 25 Yr Pond B 12 Reservoir 64.0 16 976 8.57 100 4 90.97 76306 100 Yr Pond B 13 Reservoir 20.4 18 990 1.42 2 1 92.05 59095 2 Yr Pond C 14 Reservoir 39.4 17 1003 4.53 10 2 92.50 63950 10 Yr Pond C 15 Reservoir 48.1 16 944 5.88 25 3 92.68 65893 25 Yr Pond C 16 Reservoir 65.6 16 976 8.69 100 4 93.00 69477 100 Yr Pond C Proj. file: 01900.GPW OF file: SAMPLEADF Run date: 08 -02 -2002 r Hydrograph Report Page 1 Hyd. No. 1 2 Year Inflow Hydrograph type = Manual Storm frequency = 2 yrs Peak discharge = 30.32 cfs Time interval = 18 min Total Volume = 112,158 cuft, 2.575 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) Time -- Outflow (hrs cfs) 0.30 0.40 10.50 0.75 0.60 0.41 10.80 0.77 0.90 0.41 11.10 0.81 1.20 0.42 11.40 0.83 1.50 0.42 11.70 0.87 1.80 0.43 12.00 0.89 2.10 0.43 12.30 1.01 2.40 0.44 12.60 1.18 2.70 0.45 12.90 1.26 3.00 0.45 13.20 1.30 3.30 0.46 13.50 1.39 3.60 0.46 13.80 1.45 3.90 0.47 14.10 1.58 4.20 0.48 14.40 1.67 4.50 0.49 14.70 1.92 4.80 0.49 15.00 2.06 5.10 0.50 15.30 2.42 5.40 0.51 15.60 2.70 5.70 0.52 15.90 3.24 6.00 0.53 16.20 4.51 6.30 0.54 16.50 30.32 << 6.60 0.55 16.80 2.91 6.90 0.56 17.10 2.22 7.20 0.57 17.40 1.81 7.50 0.58 17.70 1.51 7.80 0.59 18.00 1.34 8.10 0.61 18.30 1.22 8.40 0.62 18.60 0.92 8.70 0.64 18.90 0.85 9.00 0.65 19.20 0.79 9.30 0.67 19.50 0.74 9.60 0.68 19.80 0.70 9.90 0.71 20.10 0.66 10.20 0.72 20.40 0.63 20.70 0.60 21.00 0.57 21.30 0.55 21.60 0.53 21.90 0.51 22.20 0.50 22.50 0.48 22.80 0.47 23.10 0.45 23.40 0.44 23.70 0.43 24.00 0.42 24.30 0.41 24.60 0.40 .End 1 Manual - 2 Yr - Qp = 30.31 cfs 40- 30- Q 20- Out Io-- 0 0 25 5 10 15 20 Time (Hm) E P0 Y L C E C E C i r Hydrograph Report Page 1 Hyd. No. 2 10 Year Inflow Hydrograph type = Manual Storm frequency = 10 yrs Peak discharge = 53.72 cfs Time interval = 17 min Total Volume = 247,799 cuft, 5.689 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) Time -- Outflow (hrs cfs) 0.28 0.96 9.92 1.67 0.57 0.96 10.20 1.70 0.85 0.98 10.48 1.77 1.13 0.98 10.77 1.80 1.42 1.00 11.05 1.88 1.70 1.01 11.33 1.92 1.98 1.02 11.62 2.01 2.27 1.03 11.90 2.06 2.55 1.05 12.18 2.17 2.83 1.06 12.47 2.23 3.12 1.08 12.75 2.97 3.40 1.09 13.03 3.05 3.68 1.11 13.32 3.23 3.97 1.12 13.60 3.33 4.25 1.14 13.88 3.57 4.53 1.15 14.17 3.71 4.82 1.17 14.45 4.04 5.10 1.18 14.73 4.24 5.38 1.21 15.02 4.75 5.67 1.22 15.30 5.07 5.95 1.25 15.58 5.99 6.23 1.26 15.87 6.66 6.52 1.29 16.15 8.00 6.80 1.31 16.43 11.38 7.08 1.34 16.72 53.72 << 7.37 1.36 17.00 6.96 7.65 1.39 17.28 5.48 7.93 1.41 17.57 4.47 8.22 1.45 17.85 3.86 8.50 1.47 18.13 3.45 8.78 1.52 18.42 3.14 9.07 1.54 18.70 2.65 9.35 1.59 18.98 2.11 9.63 1.62 19.27 1.97 19.55 1.84 19.83 1.74 20.12 1.64 20.40 1.57 20.68 1.49 20.97 1.43 21.25 1.38 21.53 1.32 21.82 1.28 22.10 1.24 22.38 1.20 22.67 1.16 22.95 1.13 23.23 1.10 23.52 1.07 23.80 1.04 24.08 1.02 24.37 0.99 24.65 0.97 W�i7:1 6 6 6 2 - Manual -10 Yr - Qp = 53.72 cfs 3 - Manual - 25 Yr - Qp = 64.54 cfs r 1 0 Out 80 60 40 20 r 1 0 Out C C E E E E C Hydrograph Report Page 1 Hyd. No. 3 25 Year Inflow Hydrograph type = Manual Storm frequency = 25 yrs Peak discharge = 64.54 cfs Time interval = 16 min Total Volume = 306,538 cult, 7.037 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) Time -- Outflow (hrs cfs) 0.27 1.25 9.33 2.21 0.53 1.26 9.60 2.25 0.80 1.28 9.87 2.33 1.07 1.29 10.13 2.38 1.33 1.31 10.40 2.48 1.60 1.32 10.67 2.54 1.87 1.34 10.93 2.66 2.13 1.35 11.20 2.72 2.40 1.38 11.47 2.87 2.67 1.39 11.73 2.95 2.93 1.41 12.00 4.11 3.20 1.43 12.27 4.22 3.47 1.45 12.53 4.46 3.73 1.47 12.80 4.60 4.00 1.50 13.07 4.92 4.27 1.51 13.33 5.10 4.53 1.54 13.60 5.54 4.80 1.56 13.87 5.74 5.07 1.59 14.13 6.41 5.33 1.61 14.40 6.85 5.60 1.64 14.67 8.06 5.87 1.66 14.93 8.96 6.13 1.70 15.20 10.65 6.40 1.72 15.47 15.48 6.67 1.76 15.73 64.54 << 6.93 1.79 16.00 9.20 7.20 1.83 16.27 7.38 7.47 1.86 16.53 6.05 7.73 1.91 16.80 5.31 8.00 1.94 17.07 4.75 8.27 2.00 17.33 4.33 8.53 2.03 17.60 3.99 8.80 2.10 17.87 2.79 9.07 2.13 18.13 2.60 18.40 2.43 18.67 2.29 18.93 2.17 19.20 2.06 19.47 1.97 19.73 1.88 20.00 1.81 20.27 1.74 20.53 1.68 20.80 1.62 21.07 1.57 21.33 1.52 21.60 1.48 21.87 1.44 22.13 1.40 22.40 1.37 22.67 1.33 22.93 1.30 23.20 1.27 23.47 1.24 ..End a a ., Hydrograph Report Hyd. No. 4 100 Year Inflow Hydrograph type = Manual Storm frequency = 100 yrs Page 1 Peak discharge Time interval = 86.17 cfs = 16 min Total Volume = 428,707 cuft, 9.842 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) Time -- Outflow (hrs cfs) 0.27 1.75 9.33 2.97 0.53 1.76 9.60 3.02 0.80 1.79 9.87 3.13 1.07 1.80 10.13 3.18 1.33 1.83 10.40 3.31 1.60 1.84 10.67 3.37 1.87 1.87 10.93 3.51 2.13 1.89 11.20 3.59 2.40 1.92 11.47 3.76 2.67 1.93 11.73 3.85 2.93 1.96 12.00 4.05 3.20 1.98 12.27 4.83 3.47 2.02 12.53 5.49 3.73 2.03 12.80 5.64 4.00 2.07 13.07 5.97 4.27 2.09 13.33 6.16 4.53 2.13 13.60 6.60 4.80 2.15 13.87 6.86 5.07 2.19 14.13 7.48 5.33 2.22 14.40 7.88 5.60 2.26 14.67 8.82 5.87 2.29 14.93 9.43 6.13 2.34 15.20 11.11 6.40 2.36 15.47 12.37 6.67 2.42 15.73 15.23 6.93 2.45 16.00 20.86 7.20 2.51 16.27 86.17 << 7.47 2.54 16.53 12.84 7.73 2.61 16.80 10.17 8.00 2.64 17.07 8.31 8.27 2.71 17.33 7.15 8.53 2.75 17.60 6.37 8.80 2.84 17.87 5.80 9.07 2.88 18.13 5.35 18.40 3.95 18.67 3.67 18.93 3.44 19.20 3.24 19.47 3.07 19.73 2.92 20.00 2.79 20.27 2.68 20.53 2.57 20.80 2.48 21.07 2.39 21.33 2.31 21.60 2.24 21.87 2.17 22.13 2.11 22.40 2.05 22.67 2.00 22.93 1.95 23.20 1.90 23.47 1.86 23.73 1.81 24.00 1.78 24.27 1.74 ...End 4 - Manual -100 Yr - Qp = 86.16 cfs 100 — 80 Q 60 L 40 out r 20 L 0 0 5 10 15 20 25 Time (Hrs) 6 f.R Hydrograph Report Page 1 Hyd. No. 5 2 Yr Pond A Hydrograph type = Reservoir Peak discharge = 17.23 cfs Storm frequency = 2 yrs Time interval = 18 min Inflow hyd. No. = 1 Reservoir name = Pond A Max. Elevation = 76.97 ft Max. Storage = 64,167 cuft Storage Indication method used. Total Volume = 56,594 cuft, 1.299 acft Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) L 16.50 30.32 << 76.88 - - - 14.22 - 14.22 16.80 2.91 76.97 - - - 17.23 17.23 << 17.10 2.22 76.34 -- - - 0.88 - - 0.88 on 17.40 1.81 76.41 - ---- - 1.79 - - 1.79 17.70 1.51 76.40 ----- - - 1.67 - - -- 1.67 18.00 1.34 76.39 -- -- - 1.47 - - 1.47 am 18.30 1.22 18.60 0.92 76.38 -- 76.36 - -- ---- 1.32 --- -- - - 1.13 - -- 1.32 - 1.13 18.90 0.85 76.35 - - - 0.94 - - 0.94 19.20 0.79 76.34 - - - 0.85 - - 0.85 19.50 0.74 76.34 ----- - - -- 0.78 - -- --- 0.78 19.80 0.70 76.33 - - -- -- - 0.73 - - -- 0.73 20.10 0.66 76.33 - -- -- 0.69 -- ---- 0.69 20.40 0.63 76.33 -- - - 0.66 - - 0.66 20.70 0.60 76.32 - - - 0.62 ---- - 0.62 21.00 0.57 76.32 - - -- 0.59 - - 0.59 21.30 0.55 76.32 - -- - - 0.57 - - - -- 0.57 21.60 0.53 76.32 - -- - - - -- 0.55 - -- -- 0.55 21.90 0.51 76.32 - -- - - -- -- 0.53 - -- -- 0.53 22.20 0.50 76.31 - -- -- - 0.51 ---- - - -- 0.51 22.50 0.48 76.31 - - - 0.49 - - 0.49 22.80 0.47 76.31 - - - 0.48 - - 0.48 23.10 0.45 76.31 - -- - 0.46 - ---- 0.46 23.40 0.44 76.31 -- - -- - 0.45 - - - -- - -- 0.45 23.70 0.43 24.00 0.42 76.31 - 76.31 - - - - -- - 0.44 --- -- -- - -- 0.43 - - -- 0.44 - 0.43 24.30 0.41 76.31 -- - - 0.42 -- - 0.42 24.60 0.40 76.31 - - - 0.41 - - 0.41 24.90 0.00 76.29 - -- - 0.29 - - 0.29 25.20 0.00 76.27 -- -- - - -- 0.21 - - -- 0.21 25.50 0.00 76.25 - -- -- -- 0.16 - - - -- - 0.16 25.80 0.00 76.24 - - - - -- - -- 0.12 - - - -- - - -- 0.12 ...End - E ll Continues on next page... Hydrograph Report Page 1 Hydrograph Discharge Table Time Hy d. No. 6 Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow 10 Yr Pond A (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) Hydrograph type = Reservoir Peak discharge = 38.33 cfs 0.16 Storm frequency = 10 yrs Time interval = 17 min 76.38 -- Inflow hyd. No. = 2 Reservoir name = Pond A 2.23 Max. Elevation = 77.47 ft Max. Storage = 70,270 cuft E ll Continues on next page... Storage indication method used. Total Volume = 192,235 tuft, 4.413 acft Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.90 2.06 76.25 - 0.16 0.16 12.18 2.17 76.38 -- - - 1.32 M 1.32 12.47 2.23 76.42 - - - 2.06 - -- 2.06 12.75 2.97 76.45 - - - 2.56 - - 2.56 13.03 3.05 76.47 ---- - - 2.98 - ---- 2.98 13.32 3.23 76.48 -- - -- - -- 3.13 - - - -- - 3.13 13.60 3.33 76.49 -- -- - -- 3.27 -� -- 3.27 13.88 3.57 76.49 - - - 3.44 3.44 14.17 3.71 76.50 - - - 3.63 - - 3.63 14.45 4.04 76.52 - - - 3.88 - -- 3.88 14.73 4.24 76.53 4.15 -- 4.15 15.02 4.75 -� 76.54 _- _- 4.50 4.50 15.30 5.07 76.56 - ----- ----- 4.92 - ---- 4.92 15.58 5.99 76.59 - - - 5.55 - - 5.55 15.87 6.66 76.62 - - -- 6.38 - - 6.38 16.15 8.00 76.66 - - -- 7.42 - - 7.42 16.43 11.38 76.75 -- - - - -- _____ 9,98 - ----- 9.98 16.72 53.72 << 77.47 << -- - - -- - -- 38.33 - - 38.33 << 17.00 6.96 77.24 -- ----- - - -- 27.90 - - 27.90 17.28 5.48 76.44 - ---- -- -- 2.47 - - 2.47 17.57 4.47 76.56 - - - 4.93 - - 4.93 17.85 3.86 76.53 - - - 4.14 - - 4.14 18.13 3.45 76.50 ----- -- - 3.64 - - 3.64 18.42 3.14 76.49 -- - -- - 3.31 - - -- 3.31 3 18.70 18.98 2.65 2.11 76.47 - 76.44 ----- - - -- -- 2.93 - - 2.42 - - -- ----- 2.93 - - -- 2.42 19.27 1.97 76.42 - - - 2.07 - - 2.07 19.55 1.84 76.41 - - - 1.92 - - 1.82 19.83 1.74 76.41 - - - 1.80 - - 1.80 20.12 1.64 76.40 - -- - -- 1.70 - - -- 1.70 20.40 1.57 76.40 - - - -- -- 1.62 - -- 1.62 20.68 1.49 76.39 - - -- --- -- - -- 1.55 -- - -- 1.55 20.97 21.25 1.43 1.38 76.39 - - -- 76.38 - -- - - -- 1.48 - - 1.42 - -- - - -- 1.48 - - 1.42 21.53 1.32 76.38 - - - 1.37 - - 1.37 21.82 1.28 76.38 - - ---- 1.32 -- - 1.32 22.10 1.24 76.37 - -- - - - -- - - -- 1.27 - - 1.27 22.38 1.20 76.37 - - -- -- -- 1.23 - -- - 1.23 E ll Continues on next page... L E C C E C C C E C E c c e c s E 10 Yr Pond A Hydrograph Discharge Tabie Time Inflow Elevation (hrs) (cfs) (ft) 22.67 1.16 76.37 22.95 1.13 76.36 23.23 1.10 76.36 23.52 1.07 76.36 23.80 1.04 76.36 24.08 1.02 76.35 24.37 0.99 76.35 24.65 0.97 76.35 24.93 0.00 76.32 25.22 0.00 76.28 25.50 0.00 76.26 25.78 0.00 76.25 26.07 0.00 76.23 ...End Page 2 Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 1.19 -- -- 1.19 - - -- 1.16 ----- - -- 1.16 - --- ----- 1.13 - - - - -- - -- 1.13 �- - - 1.09 - - 1.09 - - - 1.06 - - 1.06 �- - - 1.04 - - 1.04 1.01 - - 1.01 - - -•- 0.99 - - 0.99 0.61 - -- --- -- 0.61 0.26 -- - ---- 0.26 - - - 0.20 - - 0.20 - - - 0.15 - - 0.15 - - - 0.11 - - 0.11 MN Hydrograph Report Page 1 Ll Hyd. No. 7 25 Yr Pond A Hydrograph type = Reservoir Peak discharge = 46.85 cfs Storm frequency = 25 yrs Time interval = 16 min Inflow hyd. No. = 3 Reservoir name = Pond A Max. Elevation = 77.65 ft Max. Storage = 72,393 cuft Storage Indication method used. Total Volume = 250,974 cuft, 5.762 acft Hydrograph Discharge Table Time Inflow Elevation Culv. A Culv. B Culv. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.87 2.33 76.34 - - -- -- - 0.85 -- ----- 0.85 10.13 2.38 76.42 - --- -- - -- 2.01 - - - -- 2.01 10.40 2.48 76.44 - -- ---- 2.39 ----- - -- 2.39 10.67 2.54 76.45 - - - 2.50 - - 2.50 10.93 2.66 76.45 ----- - - 2.59 - - 2.59 11.20 2.72 76.45 - - - 2.68 - - 2.68 11.47 2.87 76.46 - - - 2.78 - - 2.78 11.73 2.95 76.47 - - -- - 2.90 - - -- - 2.90 12.00 4.11 76.50 - - -- -- - - -- 3.46 - - - -- 3.46 12.27 4.22 76.53 - - - -- ----- - -- 4.15 ----- - 4.16 12.53 4.46 76.53 - - - 4.34 - - 4.34 12.80 4.60 76.54 - - - 4.53 - - 4.53 13.07 4.92 76.55 - - - 4.76 - - - 4.76 13.33 5.10 76.56 - -- --- - -- 5.01 - -- - - -- 5.01 13.60 5.54 76.58 - -- -- - 5.32 - - 5.32 13.87 5.74 76.59 -- ----- - 5.64 - ---- 5.64 14.13 6.41 76.61 - - -- 6.09 - - 6.09 14.40 6.85 76.63 - - - 6.67 - - 6.67 14.67 8.06 76.66 - - - 7.51 - - 7.51 14.93 8.96 76.70 - - - 8.58 - - 8.58 15.20 10.65 76.75 - - -- - -- - 9.96 - -- 9.96 15.47 15.48 76.86 - -- - - - -- - - - -- 13.53 - - - -- ----- 13.53 15.73 64.54 « 77.65 << - - - -- _____ __ -- 46.85 -- - 46.85 << 16.00 9.20 77.38 - -- - 33.80 - - 33.80 16.27 7.38 76.51 - - - 3.73 - - 3.73 16.53 6.05 76.63 - - - 6.77 - -- 6.77 16.80 5.31 76.59 - - - -- - -- - - - -- 5.62 - - -- - - -- 5.62 17.07 4.75 76.56 - - -- ----- - 5.03 - - - -- 5.03 17.33 4.33 76.54 - -- - - -- -- 4.54 - ---- 4.54 17.60 3.99 76.53 - - - 4.16 - - 4.16 17.87 2.79 76.49 - ----- - 3.41 - - 3.41 18.13 2.60 76.46 - - - 2.77 - - 2.77 18.40 2.43 76.45 - - -- 2.54 - - 2.54 18.67 2.29 76.44 - - -- - -- - -- 2.38 - -- 2.38 18.93 2.17 76.43 - -- - - -- ----- 2.25 - - -- - - -- 2.25 19.20 2.06 76.43 - -- - - - -- -- 2.13 -- - - -- 2.13 19.47 1.97 76.42 - - - 2.03 - - 2.03 19.73 1.88 76.42 - -- - 1.94 - - 1.94 Continues on next page... 25 Yr Pond A Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 20.00 1.81 76.41 - - ----- 1.85 - - - -- 1.85 20.27 1.74 76.41 -- ----- -- 1.78 - -- -- 1.78 20.53 1.68 76.40 - - - 1.72 -- - - -- 1.72 20.80 1.62 76.40 - - - 1.66 - - 1.66 21.07 1.57 76.40 - - - 1.61 - - 1.61 21.33 1.52 76.39 - - - 1.56 - - 1.56 21.60 1.48 76.39 - - - 1.52 - - 1.52 21.87 1.44 76.39 ---- - - 1.48 - - 1.48 22.13 1.40 76.38 ---- - -- 1.44 - -- - -- 1.44 22.40 1.37 76.38 - ----- -- 1.40 - -- - 1.40 22.67 1.33 76.38 - - - 1.36 - - 1.36 22.93 1.30 76.38 - - - 1.33 - - 1.33 23.20 1.27 76.37 - - - 1.30 - - 1.30 23.47 1.24 76.37 - - - 1.27 -- - 1.27 23.73 0.00 76.34 -- - -- 0.80 - -- 0.80 24.00 0.00 76.29 - - - 0.28 - -- 0.28 24.27 0.00 76.27 - - - 0.22 - - 0.22 24.53 0.00 76.25 - - - 0.16 - - 0.16 24.80 0.00 76.24 - - - 0.13 - - 0.13 ...End Hydrograph Report Page 1 Continues on next page... Hyd. No. 8 100 Yr Pond A Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 100 yrs = 4 = 77.97 ft Peak discharge Time interval Reservoir name Max. Storage = 63.97 cfs = 16 min = Pond A = 76,306 cuft Storage Indication method used Total Volume = 373,143 tuft, 8.566 acft Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.73 2.61 76.33 -- - -- -- 0.67 - -- 0.67 8.00 2.64 76.43 -- - - 2.19 - - - -- - 2.19 8.27 2.71 76.45 - - - 2.62 - - 2.62 8.53 2.75 76.46 2.72 = 2.72 8.80 2.84 - 76.46 - - 2.79 = 2.79 9.07 2.88 76.46 - - - 2.85 - - 2.85 9.33 2.97 76.47 - - - 2.92 - - 2.92 9.60 3.02 76.47 - 2.99 - ---- 2.99 9.87 3.13 76.48 - -- 3.07 3.07 10.13 3.18 76.48 - - - -- -- 3.15 ----- - - -- 3.15 10.40 3.31 76.48 3.23 = _ 3.23 ' 10.67 3.37 _ 76.49 - 3.33 3.33 10.93 3.51 76.49 - - - 3.43 - - 3.43 11.20 3.59 76.50 - - -- -- - 3.54 - -- -_- 3.54 11.47 3.76 76.51 - - -- - - - -- - -- 3.67 - - -- - 3.67 11.73 3.85 76.51 -- -- - - 3.80 -- - 3.80 12.00 4.05 76.52 - - - 3.95 - - 3.95 12.27 4.83 12.53 5.49 76.54 - 76.57 - 4.44 = - 5.16 = 4.44 5.16 12.80 5.64 76.59 - - - 5.56 - - 5.56 13.07 5.97 76.60 -- - -- - ---- 5.80 - -- - -- 5.80 13.33 6.16 76.61 -- 6.08 -_ -�- 6.08 13.60 6.60 76.62 _____ _-- - 6.40 6.40 13.87 6.86 76.63 - - - 6.75 - - 6.75 14.13 7.48 14.40 7.88 76.65 � 76.67 7.20 = 7.71 � 7.20 7.71 14.67 8.82 76.69 - - -- - - - -- - - - -- 8.39 -- - -- - - -- 8.39 14.93 9.43 76.72 - - - -- - - - -- - - -- 9.21 - -- - -- 9.21 15.20 11.11 76.76 -� - -� 10.40 - -� 10.40 15.47 12.37 76.81 - 11.92 11.92 15.73 15.23 76.88 ----- - - 14.12 - - 14.12 16.00 20.86 77.01 - - - 18.83 - - 18.83 16.27 86.17 << 77.97 << ----- ---- - 63.97 - 63.97 << 16.53 12.84 77.60 - - -- -- -- -- 44.42 - 44.42 16.80 10.17 76.54 - - - -- - - -- --- -- 4.48 - - -- - - - -- 4.48 17.07 8.31 76.73 - 9.52 - Y - -� 9.52 17.33 7.15 76.66 -� - -- 7.56 7.56 17.60 6.37 76.63 - - - 6.70 - - 6.70 Continues on next page... ow Ow 100 Yr Pond A Page 2 Hydrograph Discharge Table r Time Inflow Elevation Culv. A Culv. B Culv. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) two 17.87 5.80 76.61 - -- - -- 6.04 - -- 6.04 .. 18.13 5.35 76.59 -- - -- - - -- 5.56 - -- - -- 5.56 18.40 3.95 76.55 -- - ---- - 4.65 - 4.65 o w 18.67 3.67 76.51 - - - 3.81 - - 3.81 18.93 3.44 76.50 --- - - 3.56 - - 3.56 - 19.20 3.24 76.49 - - - 3.36 - - 3.36 e~ 19.47 3.07 76.48 - - - 3.18 - - 3.18 19.73 2.92 76.47 - -- -- 3.01 ---- - 3.01 20.00 2.79 76.47 -- -- -- 2.87 - -- - -- 2.87 20.27 2.68 76.46 - - -- - - -- - 2.75 - -- - 2.75 ow 20.53 2.57 76.45 - - - 2.64 - - 2.64 20.80 2.48 76.45 - - - 2.54 - - 2.54 21.07 2.39 76.44 - - - 2.45 - - 2.45 21.33 2.31 76.44 -- - -- - - -- 2.36 - -- 2.36 ww 21.60 2.24 76.43 - -- - -- 2.28 ----- - - -- 2.28 21.87 2.17 76.43 - - - -- - - -- 2.21 - -- 2.21 22.13 2.11 76.43 - - - 2.15 - - 2.15 is 22.40 2.05 76.42 - - - 2.09 - - 2.09 22.67 2.00 76.42 - - - 2.03 - - 2.03 .. 22.93 1.95 76.42 - - - 1.98 - - 1.98 23.20 1.90 76.42 -- ---- 1.93 - - --- - ---- 1.93 w 23.47 1.86 76.41 - -- - -- - -- 1.89 -- - 1.89 23.73 1.81 76.41 - -- - - -- 1.84 ----- - - -- 1.84 ". 24.00 1.78 76.41 - - - 1.80 - - 1.80 err 24.27 1.74 76.41 - - - 1.76 - - 1.76 24.53 0.00 76.36 - - - 1.09 - - 1.09 24.80 0.00 76.30 - ---- 0.31 - -- 0.31 25.07 0.00 76.27 - - -- 0.24 ----- - -- 0.24 +r 25.33 0.00 76.26 -- -- ----- -- 0.18 - --- - - -- 0.18 25.60 0.00 76.24 - - - 0.14 - - 0.14 e"" 25.87 0.00 76.23 - - - 0.10 - - 0.10 ow ...End nw No ow ow 0. as WO Ille inow W la Hydrograph Report Page 1 we flit Hyd. No. 9 "'"' 2 Yr Pond B ot Hydrograph type = Reservoir Peak discharge = 17.23 cfs Storm frequency = 2 yrs Time interval = 18 min to Inflow hyd. No. = 1 Reservoir name = Pond B Max. Elevation = 89.97 ft Max. Storage = 64,167 cult Storage Indication method used Total Volume = 56,594 cuft, 1.299 acft INN Hydrograph Discharge Table mg Time Inflow Elevation Culv. A Culv. B Culv. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) , (cfs) (cfs) (cfs) 0. • 16.50 30.32 « 89.88 - - -- - - -- 14.22 - -- - -- 14.22 a• 16.80 2.91 89.97 - -- - - -- - -- 17.23 ----- - ---- 17.23 « 17.10 2.22 89.34 - -- - 0.88 - -- 0.88 """" 17.40 1.81 89.41 - - - 1.79 - - 1.79 mg 17.70 1.51 89.40 - - --- 1.67 - --- 1.67 18.00 1.34 89.39 - - - 1.47 - - 1.47 ..• 18.30 1.22 89.38 - - - 1.32 - - 1.32 18.60 0.92 89.36 - - -- - ----- 1.13 --- -- 1.13 or 18.90 0.85 89.35 - - -- ----- 0.94 -- 0.94 19.20 0.79 89.34 ----- --- - -- 0.85 ---- ----- 0.85 19.50 0.74 89.34 - -- - 0.78 --- - 0.78 Mr 19.80 0.70 89.33 - - - 0.73 - - 0.73 20.10 0.66 89.33 - - - 0.69 ---- - 0.69 20.40 0.63 89.33 - ---- - -- - -- 0.66 - -- - 0.66 20.70 0.60 89.32 - - -- - - -- 0.62 - - -- ----- 0.62 or 21.00 0.57 89.32 - -- ----- --- 0.59 ----- ---- 0.59 21.30 0.55 89.32 - - - 0.57 - - 0.57 *w 21.60 0.53 89.32 ----- - - 0.55 - ---- 0.55 21.90 0.51 89.32 - -- - 0.53 - - 0.53 a 22.20 0.50 89.31 - - - 0.51 - - 0.51 22.50 0.48 89.31 - - -- - - -- 0.49 - - -- --- -- 0.49 se "" 22.80 0.47 89.31 - -- - -- - -- 0.48 - - -- --- -- 0.48 a 23.10 0.45 89.31 -- ---- - -- 0.46 - -- ----- 0.46 23.40 0.44 89.31 ----- - -- -- 0.45 -- ----- 0.45 .. 23.70 0.43 89.31 - - -- 0.44 - ---- 0.44 24.00 0.42 89.31 - - ---- 0.43 ----- - 0.43 a 24.30 0.41 89.31 ---- - - -- ---- 0.42 - - -- 0.42 24.60 0.40 89.31 - -- 0.41 - - --- 0.41 PM 24.90 0.00 89.29 ----- -- - -- 0.29 - -- -- 0.29 rr 25.20 0.00 89.27 ----- --- ---- 0.21 -- --- 0.21 25.50 0.00 89.25 - - ----- 0.16 - ----- 0.16 MR 25.80 0.00 89.24 - - -- 0.12 --- - 0.12 a ... a a mg Continues on next page... Hydrograph Report Page 1 WR _ Hyd. No. 10 L 10 Yr Pond B Hydrograph type = Reservoir Peak discharge = 38.33 cfs Storm frequency = 10 yrs Time interval = 17 min Inflow hyd. No. = 2 Reservoir name = Pond B Max. Elevation = 90.47 ft Max. Storage = 70,270 cult Storage indication method used. Total Volume = 192,235 cult, 4.413 acft Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.90 2.06 89.25 - 0.16 -_ 0.16 12.18 2.17 89.38 -- 1.32 --- 1.32 12.47 2.23 89.42 - - - 2.06 - - 2.06 PM 12.75 2.97 89.45 - - - 2.56 - - 2.56 13.03 3.05 89.47 - - - 2.98 - - 2.98 13.32 3.23 89.48 - - - 3.13 - - 3.13 13.60 3.33 89.49 -- - 3.27 -- 3.27 13.88 3.57 89.49 3.44 3.44 3.63 14.17 3.71 89.50 - - - 3.63 -- -- 14.45 4.04 89.52 -- - - 3.88 ---- _--- 3,88 14.73 4.24 89.53 - - - 4.15 - - 4.15 15.02 4.75 89.54 - - - 4.50 - - 4.50 15.30 5.07 89.56 - - - 4.92 - - 4.92 15.58 5.99 89.59 - -- -- - - -- 5.55 - - 5.55 15.87 6.66 89.62 - - - -- - -- - 6.38 - - - -- 7.42 - 6.38 - 7.42 16.15 8.00 89.66 - - - -- 16.43 11.38 89.75 - - - 9.98 - - 9.98 16.72 53.72 << 90.47 << 38.33 - - 38.33 << 17.00 6.96 90.24 - - - 27.90 - - 27.90 17.28 5.48 89.44 - - - 2.47 - - 2.47 17.57 4.47 89.56 - -- - -- 4.93 -- -- 4.93 17.85 3.86 89.53 -- - - -- - - -- 4.14 -- - -- 4.14 18.13 3.45 89.50 -_- - -- 3.64 ----- - 3.64 18.42 3.14 89.49 - -- - 3.31 - - 3.31 18.70 2.65 18.98 2.11 89.47 - 89.44 - - - 2.93 - - - 2.42 - - 2.93 - 2.42 19.27 1.97 89.42 - - -- -- - -- 2.07 - - - -- - -- 2.07 19.55 1.84 89.41 - -- ---- -- 1.92 --- -- - -- 1.92 19.83 1.74 89.41 ---- - -- 1.80 - -- 1.80 20.12 1.64 89.40 - - - 1.70 - - 1.70 20.40 1.57 89.40 - - - 1.62 - - 1.62 20.68 1.49 89.39 - - - 1.55 - - 1.55 20.97 1.43 89.39 - - - 1.48 - 1.42 - 1.48 - -- 1.42 21.25 1.38 89.38 - -- -- - -- - - -- 21.53 1.32 89.38 - -- - - - -- - -- 1.37 - - -- --- -- 1.37 21.82 1.28 89.38 -- - - - -- -- 1.32 - --- ---- 1.32 22.10 1.24 89.37 -- - - 1.27 --- - 1.27 22.38 1.20 89.37 - - -- 1.23 - - 1.23 Continues on next page... e c c L r E Y Y Y G G G E G 10 Yr Pond B Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 22.67 1.16 89.37 - - - -- -- -- 1.19 - - - -- -- 1.19 22.95 1.13 89.36 -- - -- -- 1.16 - -- - -- 1.16 23.23 1.10 89.36 -- - - 1.13 - -- 1.13 23.52 1.07 89.36 - - - 1.09 - - 1.09 23.80 1.04 89.36 - - - 1.06 - - 1.06 24.08 1.02 89.35 - - - 1.04 - - 1.04 24.37 0.99 89.35 - - - 1.01 - - 1.01 24.65 0.97 89.35 -- - -- - 0.99 - -- -- 0.99 24.93 0.00 89.32 - - - - -- - 0.61 - -- ---- 0.61 25.22 0.00 89.28 - - -- 0.26 -- -- 0.26 25.50 0.00 89.26 - - - 0.20 - - 0.20 25.78 0.00 89.25 - - - 0.15 - - 0.15 26.07 0.00 89.23 - - - 0.11 - - 0.11 ...End Continues on next page... Hydrograph Report Page 1 Storage Indication method used Total Volume = 250,974 cult, 5.762 acft H y d. No. 11 Hydrograph Discharge Table 25 Yr Pond B Hydrograph type = Reservoir Peak discharge = 46.85 cfs Culy. C Weir A Storm frequency = 25 yrs Time interval = 16 min (ft) (cfs) (cfs) Inflow hyd. No. = 3 Reservoir name = Pond B 2.33 Max. Elevation = 90.65 ft Max. Storage = 72,393 cuft Continues on next page... Storage Indication method used Total Volume = 250,974 cult, 5.762 acft Hydrograph Discharge Table Time Inflow Elevation Culv. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.87 2.33 89.34 - - -- --- -- -- 0.85 - - 0.85 10.13 2.38 89.42 -- - ---- - 2.01 2.01 10.40 2.48 89.44 -- - - 2.39 - -- 2.39 10.67 2.54 89.45 - - - 2.50 - - 2.50 10.93 2.66 89.45 - - - 2.59 - - 2.59 11.20 2.72 89.45 - - - 2.68 - - 2.68 11.47 11.73 2.87 2.95 89.46 - - 89.47 - - - 2.78 - 2.90 - - 2.78 -- - -- 2.90 12.00 4.11 89.50 - - -- -- - 3.46 - - -- -- 3.46 12.27 4.22 89.53 - - -- - -- 4.15 - -- ---- 4.16 12.53 4.46 89.53 - - - 4.34 - - 4.34 12.80 4.60 89.54 - - - 4.53 - - 4.53 13.07 4.92 89.55 - - - 4.76 - - 4.76 13.33 5.10 89.56 -- - - - -- -- 5.01 -- -- ----- 5.01 13.60 5.54 89.58 -- - - -- - - -- 5.32 - -- --- -- 5.32 13.87 5.74 89.59 - - -- 5.64 - - 5.64 14.13 6.41 89.61 - - - 6.09 - - 6.09 14.40 6.85 89.63 - - - 6.67 - - 6.67 14.67 8.06 89.66 - - - 7.51 - - 7.51 14.93 8.96 89.70 - - - 8.58 - - 8.58 15.20 10.65 89.75 - - -- - -- - -- 9.96 - - -- -- 9.96 15.47 15.48 89.86 - -- - - - -- - - -- 13.53 - --- --- -- 13.53 15.73 64.54 « 90.65 << - ____ -- 46.85 -- - -- 46.85 << 16.00 9.20 90.38 - - - 33.80 ----- - 33.80 16.27 16.53 7.38 6.05 89.51 - - 89.63 - - - 3.73 - 6.77 - - 3.73 - - 6.77 16.80 5.31 89.59 -- - - -- --- -- 5.62 - - - -- - - - -- 5.62 17.07 4.75 89.56 - ---- - - -- - - - -- 5.03 - - - -- --- -- 5.03 17.33 4.33 89.54 -- - - 4.54 -- - 4.54 17.60 3.99 89.53 - - - 4.16 - - 4.16 17.87 2.79 89.49 - - - 3.41 - - 3.41 18.13 2.60 89.46 - - - 2.77 - - 2.77 18.40 2.43 89.45 - - - 2.54 - - 2.54 18.67 2.29 89.44 - - -- - -- - - -- 2.38 - -_ -- 2.38 18.93 2.17 89.43 - -- ---- ---- 2.25 - - -- - - -- 2.25 19.20 2.06 89.43 - - -- - -- - -- 2.13 - --- -- 2.13 19.47 1.97 89.42 - - - 2.03 - - 2.03 19.73 1.88 89.42 - - - 1.94 - - 1.94 Continues on next page... 25 Yr Pond B Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 20.00 1.81 89.41 - -- - 1.85 - - -- - 1.85 20.27 1.74 89.41 - -- - 1.78 ----- - 1.78 20.53 1.68 89.40 - - - 1.72 - --- -- 1.72 20.80 1.62 89.40 -- - - 1.66 - -- 1.66 21.07 1.57 89.40 - - - 1.61 - - 1.61 21.33 1.52 89.39 - - - 1.56 - - 1.56 21.60 1.48 89.39 - - - 1.52 - - 1.52 21.87 1.44 89.39 - -- - 1.48 -- -- 1.48 22.13 1.40 89.38 -- - - 1.44 -- -- 1.44 22.40 1.37 89.38 -- - - 1.40 - -- - 1.40 22.67 1.33 89.38 - - - 1.36 - - 1.36 22.93 1.30 89.38 - - - 1.33 -- - 1.33 23.20 1.27 89.37 - - - 1.30 - - 1.30 23.47 1.24 89.37 - -- - -- 1.27 - -- 1.27 23.73 0.00 89.34 - - -- --- 0.80 -- - -- 0.80 24.00 0.00 89.29 -- -- -- 0.28 - - - -- 0.28 24.27 0.00 89.27 ---- - - 0.22 -- - 0.22 24.53 0.00 89.25 - - - 0.16 - - 0.16 24.80 0.00 89.24 - - - 0.13 - - 0.13 ...End 1 -1 storage Indication method used. Total Volume = 373,143 cuft, 8.566 acft Hydrograph Report Page 1 Hy d. No. 12 Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow 100 Yr Pond B (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (efs) Hydrograph type = Reservoir Peak discharge = 63.97 cfs 89.33 - - - -- Storm frequency = 100 yrs Time interval = 16 min 2.64 Inflow hyd. No. = 4 Reservoir name = Pond B 8.27 Max. Elevation = 90.97 ft Max. Storage = 76,306 cuft 1 -1 storage Indication method used. Total Volume = 373,143 cuft, 8.566 acft Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (efs) (efs) (cfs) 7.73 2.61 89.33 - - - -- - - -- 0.67 - -- - 0.67 8.00 2.64 89.43 - - - -- - - 2.19 - - 2.19 8.27 2.71 89.45 - - - 2.62 - - 2.62 8.53 2.75 89.46 2.72 2.72 8.80 2.84 89.46 _ 2.79 y = 2.79 9.07 2.88 89.46 - - - 2.85 - - 2.85 9.33 2.97 89.47 - - - 2.92 - - 2.92 9.60 3.02 89.47 -- -- - 2.99 --- - 2.99 9.87 3.13 89.48 - - - 3.07 - - -- 3.07 10.13 3.18 89.48 - --- - -- -- 3.15 - - -- 3.15 10.40 3.31 89.48 - - - 3.23 - - 3.23 10.67 3.37 89.49 - - - 3.33 - - 3.33 10.93 3.51 89.49 - - - 3.43 - - 3.43 11.20 11.47 3.59 3.76 89.50 - - - -- 89.51 -- - -- - 3.54 - - - -- - - -- - 3.67 -- - 3.54 -- 3.67 11.73 3.85 89.51 -- - - 3.80 - - 3.80 12.00 4.05 89.52 - - - 3.95 - - 3.95 12.27 4.83 89.54 - - - 4.44 - - 4.44 12.53 5.49 89.57 - - - 5.16 - - 5.16 12.80 5.64 89.59 - - - 5.56 - - 5.56 13.07 5.97 89.60 - -- - - -- - 5.80 - - - -- 5.80 13.33 6.16 89.61 - -- -- - 6.08 -- -- 6.08 13.60 6.60 89.62 - - - -- -- -- 6.40 -- --- -- 6.40 13.87 6.86 89.63 - - - 6.75 - - 6.75 14.13 7.48 89.65 - - - 7.20 - - 7.20 14.40 7.88 89.67 - - - 7.71 - - 7.71 14.67 8.82 89.69 - -- - - - -- -- 8.39 -_- - -_ 8.39 14.93 9.43 89.72 - - -- - -- 9.21 ----- --- -- 9.21 15.20 11.11 89.76 - - -- 10.40 ---- -- 10.40 15.47 12.37 89.81 - - - 11.92 - - 11.92 15.73 15.23 89.88 - - - 14.12 - -- 14.12 16.00 20.86 90.01 - - - 18.83 - -- 18.83 16.27 86.17 << 90.97 << - - - 63.97 - - 63.97 << 16.53 12.84 90.60 - - -- - - -- - -- 44.42 - -- - -- 44.42 16.80 10.17 89.54 - - -- - - -- -- 4.48 - - -- 4.48 17.07 8.31 89.73 - - - -- - -- - -- 9.52 - - -_ 9.52 17.33 7.15 89.66 - - - 7.56 - - 7.56 17.60 6.37 89.63 - - - 6.70 - - 6.70 Confinues on next page... � �1 I� �j J 9 100 Yr Pond B Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 17.87 5.80 89.61 -- - - - -- - -- 6.04 - -- - - -- 6.04 18.13 5.35 89.59 -- - - -- - -- 5.56 --- -- - -- 5.56 18.40 3.95 89.55 ----- - -- 4.65 - - - -- 4.65 18.67 3.67 89.51 - - - 3.81 - - 3.81 18.93 3.44 89.50 - - - 3.56 - - 3.56 19.20 3.24 89.49 - - - 3.36 - - 3.36 19.47 3.07 89.48 - - - 3.18 - - 3.18 19.73 2.92 89.47 - - -- - - 3.01 - - - -- - 3.01 20.00 2.79 89.47 -- -- -- 2.87 -- -- 2.87 20.27 2.68 89.46 - - -- - - 2.75 - - -- -- 2.75 20.53 2.57 89.45 - - - 2.64 - - 2.64 20.80 2.48 89.45 - - - 2.54 - - 2.54 21.07 2.39 89.44 - - - 2.45 - - 2.45 21.33 2.31 89.44 - - - - -- - 2.36 --- -- -- 2.36 21.60 2.24 89.43 - - -- 2.28 - - 2.28 21.87 2.17 89.43 - - --- - 2.21 - - 2.21 22.13 2.11 89.43 - - - 2.15 - - 2.15 22.40 2.05 89.42 - - - 2.09 - - 2.09 22.67 2.00 89.42 - - - 2.03 - - 2.03 22.93 1.95 89.42 - - - 1.98 - - 1.98 23.20 1.90 89.42 -- - -- 1.93 - - - -- -- -- 1.93 23.47 1.86 89.41 -- -- -- - 1.89 -- - 1.89 23.73 1.81 89.41 -- - - 1.84 -- - 1.84 24.00 1.78 89.41 - - - 1.80 - - 1.80 24.27 1.74 89.41 - - - 1.76 - - 1.76 24.53 0.00 89.36 - - - 1.09 - - 1.09 24.80 0.00 89.30 - - - -- 0.31 ----- - - -- 0.31 25.07 0.00 89.27 - - -- - - -- 0.24 - -- - - -- 0.24 25.33 0.00 89.26 - - - -- -- 0.18 - - -- - - -- 0.18 25.60 0.00 89.24 - - - 0.14 - - 0.14 25.87 0.00 89.23 - - - 0.10 - - 0.10 ...End Hydrograph Report i� Peak discharge Time interval Reservoir name Max. Storage = 20.42 cfs = 18 min = Pond C = 59,095 cult Storage Indication method used. Hydrograph Discharge Table Hy d. No. 13 Inflow 2 Yr Pond C (hrs) Hydrograph type = Reservoir (ft) Storm frequency = 2 yrs 4.51 Inflow hyd. No. = 1 16.50 Max. Elevation = 92.05 ft i� Peak discharge Time interval Reservoir name Max. Storage = 20.42 cfs = 18 min = Pond C = 59,095 cult Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation (hrs) (cfs) (ft) 16.20 4.51 91.33 16.50 30.32 << 92.05 << 16.80 2.91 91.92 17.10 2.22 91.33 17.40 1.81 91.41 17.70 1.51 91.40 18.00 1.34 91.39 18.30 1.22 91.38 18.60 0.92 91.36 18.90 0.85 91.35 19.20 0.79 91.34 19.50 0.74 91.33 19.80 0.70 91.33 20.10 0.66 91.33 20.40 0.63 91.33 20.70 0.60 91.32 21.00 0.57 91.32 21.30 0.55 91.32 21.60 0.53 91.32 21.90 0.51 91.32 22.20 0.50 91.31 22.50 0.48 91.31 22.80 0.47 91.31 23.10 0.45 91.31 23.40 0.44 91.31 23.70 0.43 91.31 24.00 0.42 91.31 24.30 0.41 91.31 24.60 0.40 91.31 24.90 0.00 91.29 25.20 0.00 91.26 25.50 0.00 91.25 25.80 0.00 91.23 wri Page 1 Total Volume = 61,778 cult, 1.418 acft Cult'. A Culy. B Culy. C Weir A Weir B Weir C Outflow (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) --- -- - - -- 0.70 - - - -- ----- 0.70 20.42 - -- -- 20.42 << -- ---- - 15.45 - - 15.45 - - - 0.72 - - 0.72 - - -- 1.82 - - 1.82 - - - 1.66 - - 1.66 - - - 1.46 - _ - 1.46 -- - - -_ --- 1.31 - - - -- -- 1.31 1.11 - - -- - -- 1.11 - - -- - - 0.92 - - -_ -_ 0.92 - - - 0.84 - - 0.84 - - - 0.78 - - 0.78 - - - 0.73 - - 0.73 - - -- - - - -- -- -- 0.69 - -- - - -- 0.69 --- --- -- 0.65 - - - -- - 0.65 - - - 0.62 ---- - 0.62 - - - 0.59 - - 0.59 - - - 0.57 - - 0.57 - - - 0.54 - - 0.54 --- - - 0.52 - - 0.52 - - - -- - -- 0.51 - -- - 0.51 -- - - - -- -- 0.49 _- ___ 0.49 - - -- 0.48 - - - - -- 0.48 - - - 0.46 - - 0.46 - - - 0.45 - - 0.45 - - - 0.44 - - 0.44 - - - -- 0.43 - -- - -- 0.43 -- - - - -- - -- 0.42 - -- -- 0.42 0.41 -- - -- 0.41 - - - 0.29 - - 0.29 - - - 0.21 - - 0.21 - - - 0.15 - - 0.15 - -- - 0.10 - - 0.10 Hydrograph Report Page 1 0 0 L L+ Peak discharge = 39.39 cfs Time interval Hyd. No. 14 Reservoir name 10 Yr Pond C Max. Storage Hydrograph type = Reservoir Inflow Storm frequency = 10 yrs Culy. B Culy. C Weir A Inflow hyd. No. = 2 (hrs) Max. Elevation = 92.50 ft 0 0 L L+ Peak discharge = 39.39 cfs Time interval = 17 min Reservoir name = Pond C Max. Storage = 63,950 cuft Storage indication method used. Total Volume = 197,419 cult, 4.532 acft Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.33 1.92 91.33 - - -- -- - -_ 0.76 ---- - -- 0.76 11.62 2.01 91.41 - - -- - -- - 1.74 --- - -- 1.74 11.90 2.06 91.42 - -- - - 2.03 --- - 2.03 12.18 2.17 91.42 - - - 2.11 - - 2.11 12.47 2.23 91.43 - - - 2.20 - - 2.20 12.75 2.97 91.45 - - - 2.59 - - 2.59 13.03 3.05 91.47 - - - 3.00 - - 3.00 13.32 3.23 91.48 - - -- - - 3.14 -- - -- 3.14 13.60 3.33 91.49 - - -- - -- ___ 3.28 -- -- 3.28 13.88 3.57 91.50 ----- - - 3.45 - - 3.45 14.17 3.71 91.50 - - - 3.65 - - 3.65 14.45 4.04 91.52 - - - 3.89 - - 3.89 14.73 4.24 91.53 - - - 4.16 - - -4.16 15.02 4.75 91.54 - - - -- --- -- - -- 4.52 - - -- - -- 4.52 15.30 5.07 91.56 - - -- - -- -- 4.94 -- - 4.94 15.58 5.99 91.59 ---- - - 5.57 - - 5.58 15.87 6.66 91.62 - - - 6.42 - - 6.42 16.15 8.00 91.66 - - - 7.46 - - 7.46 16.43 11.38 91.75 - - - 10.09 - - 10.09 16.72 53.72 << 92.50 << _--- - - 39.39 - - 39.39 << 17.00 6.96 92.22 - -- -- - -- 27.17 - -- - -- 27.17 17.28 5.48 91.41 - - -- - - - -- - - -- 1.82 - - -- - - -- 1.82 17.57 4.47 91.56 ----- - - -- -- 5.04 - -- -- 5.04 17.85 3.86 91.52 - - - 4.10 - - 4.10 18.13 3.45 91.50 - - - 3.62 - - 3.62 18.42 3.14 91.49 - - - 3.29 - - 3.29 18.70 2.65 91.47 - - - -- - - - -- - - -- 2.91 - - -- - - -- 2.91 18.98 2.11 91.44 - - - -- -- - -- 2.39 - - -- - -- 2.39 19.27 1.97 91.42 - - -- - - - -- 2.05 ---- --- -- 2.05 19.55 1.84 91.41 - - - 1.91 - - 1.91 19.83 1.74 91.41 - - - 1.79 - - 1.79 20.12 1.64 91.40 - - - 1.69 - - 1.69 20.40 1.57 91.40 - - - 1.61 - - 1.61 20.68 1.49 91.39 - - - -- - - -- - - -- 1.55 - - -- - -- 1.55 20.97 1.43 91.39 - - -- -- -- 1.48 - - - -- - - - -- 1.48 21.25 1.38 91.38 - - -- -- -- 1.42 -- - - -- 1.42 21.53 1.32 91.38 - - - 1.36 - - 1.36 21.82 1.28 91.38 - - - 1.31 - - 1.31 Continues on next page... 10 Yr Pond C Page 2 Hydrograph Discharge Table Time Inflow Elevation Culv. A Culv. B Culv. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 22.10 1.24 91.37 - - -- - - -- - -- 1.27 - - -- - - -- 1.27 22.38 1.20 91.37 - - -- - - -- - - -- 1.23 ---- - -- 1.23 22.67 1.16 91.37 -- - - 1.19 - -- ---- 1.19 22.95 1.13 91.36 - - - 1.15 - - 1.15 23.23 1.10 91.36 - - - 1.12 - - 1.12 23.52 1.07 91.36 - - - 1.09 - - 1.09 23.80 1.04 91.36 - ----- - 1.06 - - 1.06 24.08 1.02 91.35 - -- - -- -- 1.04 - - - -- - 1.04 24.37 0.99 91.35 - -- -- - 1.01 - -- -- 1.01 24.65 0.97 91.35 --- -- - 0.99 -- ----- 0.99 24.93 0.00 91.32 - - - 0.59 - - 0.59 25.22 0.00 91.28 - - - 0.25 - - 0.25 25.50 0.00 91.26 - - - 0.18 - - 0.18 25.78 0.00 91.24 - - - -- - - - -- - -- 0.13 - - -- - ---- 0.13 WO& Continues on next page... Hydrograph Report Page 1 H y d. No. 15 25 Yr Pond C Hydrograph type = Reservoir Peak discharge = 48.10 cfs Storm frequency = 25 yrs Time interval = 16 min Inflow hyd. No. = 3 Reservoir name = Pond C Max. Elevation = 92.68 ft Max. Storage = 65,893 cuft Storage indication method used. Total Volume = 256,158 cult, 5.881 acft Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) am 9.07 2.13 91.26 - - - -- - - - -- --- -- 0.20 - - -- - - - -- 0.20 9.33 2.21 91.39 - - -- - - -- 1.49 -- -- -- 1.49 9.60 2.25 91.43 - -- -- 2.15 - - 2.15 9.87 2.33 91.43 2.28 2.28 10.13 2.38 - 91.44 - - 2.35 = -- 2.35 10.40 2.48 91.44 - - - 2.43 - - 2.43 10.67 2.54 10.93 2.66 91.45 - 91.45 -_ - - 2.51 - - 2.59 - 2.51 2.59 11.20 2.72 91.46 2.68 -- 2.68 11.47 2.87 91.46 - -- - 2.79 - - 2.79 11.73 2.95 91.47 - - - 2.90 - - 2.90 12.00 4.11 91.50 - - - 3.49 - - 3.49 12.27 4.22 91.53 - - - 4.19 - - 4.19 12.53 4.46 91.54 - -- - - -- -- 4.35 - - -- - 4.35 PRO 12.80 4.60 91.54 ---- - - -- --- -- 4.54 - - - -- -- 4.54 4.77 13.07 4.92 91.55 -- -- - 4.77 - - 13.33 5.10 91.56 - - - 5.02 - - 5.02 13.60 5.54 91.58 - - - 5.33 - - 5.33 13.87 5.74 91.59 - - - 5.65 - 5.65 14.13 6.41 91.61 - - - 6.11 - -- 6.11 14.40 6.85 91.63 - - - -- -- - -- 6.69 - - -- - -- 6.69 14.67 8.06 91.66 - - -- - - -- -- 7.54 - 8.63 - - -- 7.54 ---- 8.63 14.93 8.96 91.70 -- -- -- -- 15.20 10.65 91.75 - - - 10.01 - - 10.01 15.47 15.48 91.87 - - - 13.67 - - 13.67 15.73 64.54 << 92.68 << ---- ---- - 48.10 - 48.10 << 16.00 9.20 92.36 - - -- - - - -- - -- 32.91 - - - -- - 32.91 16.27 7.38 91.47 - - - - -- - -- 2.98 - - - -- --- -- 2.98 16.53 6.05 91.64 - -- -- 6.89 -- - 6.89 16.80 5.31 91.59 - - - 5.56 - - 5.56 17.07 4.75 91.56 - - - 5.01 - - 5.01 17.33 4.33 91.54 - - - 4.52 - - 4.52 17.60 3.99 91.53 -- - - 4.14 - - 414 3.37 17.87 2.79 91.49 - - - -- - - -- -- 3.37 - - - -- -- 18.13 2.60 91.46 - - - -- - -- -- 2.73 - -- - -- 2.73 18.40 2.43 91.45 - - - -- - -- 2.53 - -- 2.53 18.67 2.29 91.44 - - - 2.37 - - 2.37 18.93 2.17 91.43 - - - 2.24 - - 2.24 Continues on next page... 25 Yr Pond C Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 19.20 2.06 91.43 -- --- -- - - -- 2.12 - - -- - - -- 2.12 19.47 1.97 91.42 - -- -- 2.02 ----- - - - -- 2.02 19.73 1.88 91.42 - - ---- 1.93 -- --- -- 1.93 20.00 1.81 91.41 - - - 1.85 - - 1.85 20.27 1.74 91.41 - - - 1.78 - - 1.78 20.53 1.68 91.40 - - - 1.71 - - 1.71 20.80 1.62 91.40 - - - 1.65 - - 1.65 21.07 1.57 91.40 - -- ----- - 1.61 -- - 1.61 21.33 1.52 91.39 -- - - 1.56 - -- -- 1.56 21.60 1.48 91.39 - -- - 1.51 - - 1.51 21.87 1.44 91.39 - - - 1.47 - - 1.47 22.13 1.40 91.38 - - - 1.43 - - 1.43 22.40 1.37 91.38 - - - 1.40 - - 1.40 22.67 1.33 91.38 --- -- - - -- -- 1.36 - - - -- - -- 1.36 22.93 1.30 91.38 - - -- --- -- 1.33 - -- - - -- 1.33 23.20 1.27 91.37 -- ----- - 1.29 - -- 1.29 23.47 1.24 91.37 - - - 1.26 - - 1.26 23.73 0.00 91.33 - - - 0.77 - - 0.77 24.00 0.00 91.29 - - - 0.27 - - 0.27 24.27 0.00 91.26 - - - 0.20 - - 0.20 24.53 0.00 91.25 - ----- - -- 0.15 - - -- - - -- 0.15 24.80 0.00 91.23 - - - -- - - -- 0.11 - - - -- -- 0.11 ...End 6 Hydrograph Report Page 1 Hydrograph Discharge Table go H y d. No. 16 100 Yr Pond C Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow Hydrograph type = Reservoir Peak discharge = 65.55 cfs (cfs) (cfs) (cfs) Storm frequency = 100 yrs Time interval = 16 min 91.35 - - -- Inflow hyd. No. = 4 Reservoir name = Pond C 2.54 Max. Elevation = 93.00 ft Max. Storage = 69,477 cuft 6 Storage indication method used. Total Volume = 378,327 cult, 8.685 acft Hydrograph Discharge Table go Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.20 2.51 91.35 - - -- - -- - -- 1.01 -- - - - -- 1.01 7.47 2.54 91.43 - - -- - ---- 2.30 - - - -- 2.30 7.73 2.61 91.45 - - -- 2.56 - - 2.56 FO 8.00 2.64 91.45 2.62 2.62 � 8.27 2.71 91.45 � - - 2.67 -- 2.67 8.53 2.75 91.46 - - - 2.73 - - 2.73 8.80 9.07 2.84 2.88 91.46 - 91.46 - - 2.79 2.86 - - 2.79 2.86 9.33 2.97 __- 91.47 �-- 2.92 - -- -- 2.92 9.60 3.02 91.47 -- -- - 2.99 -- -- 2.99 9.87 3.13 91.48 - - - 3.07 - - 3.07 10.13 3.18 91.48 - - - 3.15 - - 3.15 10.40 3.31 91.48 - - - 3.24 - - 3.24 10.67 3.37 91.49 - - -- - - - -- - - - -- 3.33 - - - -- -- 3.33 10.93 3.51 91.49 -- - - - -- - - -- 3.43 ---- --- -- 3.43 11.20 3.59 91.50 - - - 3.54 ----- ----- 3.54 11.47 3.76 91.51 - - - 3.68 - - 3.68 11.73 3.85 91.51 - - - 3.81 - - 3.81 12.00 4.05 91.52 - - - 3.96 - - 3.96 12.27 4.83 91.54 - - - 4.46 - - 4.46 12.53 5.49 91.57 - - -- - - - -- - - - -- 5.19 -- -- - - - -- 5.19 12.80 5.64 91.59 -- - - -- - - -- 5.58 - - - -- ----- 5.58 13.07 5.97 91.60 -- - -- -- 5.82 - -- -- 5.82 13.33 6.16 91.61 - - - 6.09 - - 6.09 13.60 6.60 91.62 - - - 6.41 - - 6.41 3 13.87 6.86 91.63 - - - 6.77 - - 6.77 14.13 7.48 91.65 - - - -- - - -- ----- 7.22 - - - -- - - - -- 7.22 14.40 7.88 91.67 - - - -- -- - - -- -- 7.73 - - - -- - - - -- 7.73 14.67 8.82 91.70 - - 8.42 - - 8.42 14.93 9.43 91.72 - - - 9.24 - - 9.24 15.20 11.11 91.76 - - - 10.45 - - 10.45 15.47 12.37 91.81 - - - 11.98 - - 11.98 15.73 15.23 91.88 - - - 14.19 - -- 14.19 16.00 20.86 92.02 - - - -- - - -- - - -- 19.00 - - - -- - -- 19.00 16.27 86.17 << 93.00 << - ---- - - - -- - - -- 65.55 - - - -- - - -- 65.55 << 16.53 12.84 92.58 -- ____ ____ 43.18 - -- - 43.18 16.80 10.17 91.50 - - - 3.54 - - 3.54 17.07 8.31 91.74 - - - 9.81 - - 9.81 Continues on next page... Page 2 100 Yr Pond C Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 17.33 7.15 91.66 -- -- -- -- 7.42 -- - - -- 7.42 17.60 6.37 91.63 - --- - -_ 6.68 -__ ___ 6.68 17.87 5.80 91.61 ----- - -_ 6.01 -- -- 6.01 18.13 5.35 91.59 - - - 5.54 - - 5.54 18.40 3.95 91.55 - - - 4.61 - - 4.61 18.67 3.67 91.51 - - - 3.77 - - 3.77 18.93 3.44 91.50 _� _ -_ - _� ____ 3.54 3.54 19.20 3.24 91.49 ----- - - -- -- 3.35 - -- -- 3.35 19.47 3.07 91.48 - - -- -- 3.17 - - -- 3.17 19.73 2.92 91.47 -- ----- - -- 3.00 - - 3.00 20.00 2.79 91.46 - - - 2.86 - - 2.86 20.27 2.68 91.46 - - - 2.74 - - 2.74 20.53 2.57 91.45 - - - 2.63 - - 2.63 20.80 2.48 91.45 - - - -- - -- 2.53 -- - - -- 2.53 21.07 2.39 91.44 - - - -- - - -- 2.44 - - - - -- 2.44 21.33 2.31 91.44 - ----- - 2.36 - - -- 2.36 21.60 2.24 91.43 2.28 � 2.28 21.87 2.17 91.43 � - � 2.21 2.21 22.13 2.11 91.43 - - - 2.14 - - 2.14 22.40 2.05 91.42 -- - -- - 2.08 - -- 2.08 22.67 2.00 91.42 2.03 - 2.03 2.03 22.93 1.95 91.42 - -- 1.98 NN _ 1.98 23.20 1.90 91.42 -- - -- - - -- 1.93 - -- - 1.93 23.47 1.86 91.41 - - - 1.88 - - 1.88 23.73 1.81 91.41 - - - 1.84 - - 1.84 24.00 1.78 91.41 - - - 1.80 - - 1.80 24.27 24.53 1.74 0.00 91.41 - -- 91.36 - -- - - -- - -- 1.76 --- -- - - -- ----- - 1.05 - - -- - - -- 1.76 1.05 24.80 0.00 91.29 -- - - 0.29 -- -- 0.29 25.07 0.00 91.27 - - - 0.22 - - 0.22 25.33 0.00 91.25 - - - 0.16 - - 0.16 25.60 0.00 91.24 - - - 0.12 - - 0.12 ...End