Loading...
HomeMy WebLinkAboutTract 16658I 6 13i • land planning • civil engineering thatcher engineering & associates, inc. *4 Drainage Study Tract Map No. 16658 City of Fontana July, 2007 03L/- -7106J?O7 Prepared for: Dynamic Investments Attn: Henry Melendez 1050 Lakes Drive,, Suite 150 West Covina,, CA 91790 * 345 5 th street, suite b * redlands, ca 92374 0 phone 909.748.7777 RECEIVED JUL 3=0 2001 .... ..... __._ BUREAU VERITAS SANTA ANA 4�1 fax 909.748.7776 Table of Contents Discussion Appendix: Section I — Parkway Culvert Hydraulic Calculations Section 2 — Unit Hydrograph and Detention Basin Routing Section 3 — Pre -Development Flow Calculations for Detention Basin Design Section 4 — Post -Development Flow Calculations for Detention Basin Design Section 5 — Spillway and Outlet Sizing and Street Capacity Section 6 — Pre -Development Analysis 10 & 100 -Year Storm Events Section 7 — Pre -Development Analysis 10 & 100 -Year Storm Events Section 8 — Reference Maps h H d 0 H fl 0 land planning 0 civil engineering thatcher engineering & associates, inc. Drainage Study Date: 7/24/07 Tract 16658 Job No.: 108602 City of Fontana Descriliftion: The project site is approximately 5.96 acres in size and is currently vacant, grassy land except for one existing residence at the southwest comer that will be removed as a part of the development. It is located west of Poplar Avenue between Randall Avenue and San Bernardino Avenue. The project site slopes naturally from northeast to southwest at a grade of approximately 1.5%. The majority of site flows drain to the southern neighboring properties and ultimately through those properties to Lime Avenue, however, there are two areas adjacent to Lime Avenue and adjacent to Poplar Avenue that drain directly to those streets. Flow from seven properties adjacent to the project site to the northwest is accepted by the site and transmitted north to south as well, with a portion of the runoff draining to Lime Avenue. Historically, flow travels westward along Randall Avenue in curb, gutter and berm and southward along the edge of pavement of both Poplar Avenue and Lime Avenue. There is an existing 15" CMP storm drain that crosses Randall Avenue at Poplar Avenue and transmits local flows to the south along Poplar Avenue. At Lime Avenue and Randall Avenue, flow from the north side of Randall Avenue continues westward along Randall and does not flow south in Lime. The proposed development for the project site is twenty-five single family residences, each lot roughly 7,200 SF on size, and a new street stretching between Poplar Avenue and Lime Avenue providing access to the homes. A small retaining wall and down slope is proposed along a portion of the southern property boundary, allowing for higher pad elevations and proper drainage to the internal street and eliminating the ability for flow to cross the southern site boundary into the neighboring properties. By eliminating the flow to the southern boundary and detaining a larger amount of runoff onsite, less total runoff will make its way through neighboring properties to Lime Avenue, further decreasing any flood hazard downstream of the project. A screen wall with holes at the bottom at intermittent distances will be provided at the boundary of the site and the seven adjacent properties to the northwest, allowing the flows currently entering the site from the north to continue as before. Grading throughout the tract will transmit the surface flow around each home to the proposed street. The proposed street will collect all these flow, both offsite from the north and onsite and transmit them to a storm drain system located at the E0 345 5 Ih street, suite b 0 redlands, ca 92374 0 phone 909.748.7777 * fax 909.748.7776 southwest comer of the site. Flow ftom this system will be directed towards an onsite detention/infiltration basin which will decrease runoff to 90% of the pre -development levels and treat runoff, reaching water quality goals for the project. The basin will ultimately discharge to Lime Avenue. Purpose: The purpose of this study is to determine pre and post -development flows for the project site. This information will be used to design the proposed detention/infiltration basin, catch basins and drains and pipes. The following was determined using The Rational Method per the San Bernardino County Hydrology Manual (See appendix for calculations and process). AES 2006 Software was used for all calculations. Results (see appendix for calculations): Pre -development Qloo Qloo = 6.00 CFS (Historic flow to Lime Avenue from the site) Qloo = 3.32 CFS (Historic flow to Poplar Avenue from the site) Q loo = 11. 63 CFS (Historic flow to the properties to the south) Qloo = 20.95 CFS (Total historic flow) Post -development Qloo Qloo = 5.40 CFS (Allowable flow to Lime Avenue — 90% pre - development) Q100 = 15.26 CFS (Flow to northern catch basin and storm drain) Q100 = 7.97 CFS (Flow to southern catch basin) Q100 = 22.72 CFS (Flow to southern storm drain and into detention/infiltration basin) Qloo = 17.32 CFS (Minimum to be detained onsite). Detention Basin Size The capacity required to mitigate the increase in runoff, at a 100 -year storm event, to Lime Avenue is 14,898 CF. The basin, as shown on the Rough Grading Plan has a total capacity of 16,038 CF. Basin Spillway Desi Was designed to pass Q = 1.35 Q(100) = 1.35*22.72 = 30.67 CFS A 2 8' wide by 0. 47' (maximum head) spillway (trapezoidal configuration) is provided. H, H Under Sidewalk Drain Size A 2' x 4" drain outlet to Lime Avenue is proposed to discharge the detention basin. Street CVaciV Capacity of improved Poplar Avenue was not verified because the tributary area to Poplar Avenue from the site has been decreased from pre -development to post - development and street capacity is increased by the proposed improvements for the tract. Capacity of improved Lime Avenue was not verified because a detention basin is proposed onsite to limit the amount of post -development flow to pre -development levels for drainage to Lime Avenue. An analysis for the existing (worst case) condition just south of the project along Lime Avenue is included in this report showing that the proposed discharge to Lime Avenue will not overburden the existing system or cause flooding. Capacity of improved Randall Avenue was not verified because although a very small tributary area is flowing to Randall post -development, the street capacity is being greatly increased by the proposed improvements of the tract. The depth of flow for a 25 -year storm event on the internal streets is 0.49' which is less than the curb height and therefore, 25 -year storm event flows will not overtop the curbs. The depth of flow for a 100 -year storm event on the internal streets is 0. 5 F which is less than the right-of-way and therefore, I 00 -year storm event flows will not overtop the right-of-way. This is based on a minimum grade of 0.50%, 2% cross -fall and City standard curb and gutter at 20' either side of the centerline. Please also see the attached calculations and standard street section included in the Appendix. Padgyay Culvert IA 4' double box parkway culvert is proposed along Poplar Avenue. L�J H HIII U, Hr IConclusion: hr H HI H, 0 Ht - H The project site is approximately 5.96 acres in size and is currently vacant grassy land except for one existing house that will be removed as a part of the development. A 100 - year storm event flow of 6.00 CFS currently flows to Lime Avenue from the project area. A 100 -year storm event flow of 3.32 CFS currently flows to Poplar Avenue from the project area. The remaining offsite flow drains to the neighboring properties to the south of the project site (this flow will be eliminated by the development, decreasing any flood hazard on Lime Avenue to the south of the site). The site will be developed into twenty- five single family residences and a new public street providing access to the homes. The development itself will generate an additional 1.77 CFS over pre -development conditions (overall/total all directions) for a total 100 -year storm event flow of 22.72 CFS, A detention/infiltration basin, located in Lot 'A, at the southwest comer of the site, is provided to mitigate the additional flow to Lime Avenue over historic flow. The basin will be 6.3' deep with a maximum water depth of 5.0 1' during a I 00 -year storm event. A weir is located at the outlet of the basin and will regulate flow to Lime, reducing total flow to Lime Avenue for 2, 10, 25, and I 00 -year storm events to 90% pre -development levels. Flow that passes through the weir will be collected in a 2' x 4" rectangular pipe (under sidewalk drain) and will be transmitted to Lime Avenue through that. An emergency spillway is also provided to pass the 1000 -year storm event, per City standards. The provision of onsite detention and infiltration ensures that downstream properties will not be affected by the new development. It also serves to address water quality concerns as the runoff will be filtered through the landscaped detention area and will be allowed to infiltrate the soil naturally before any runoff is released into the public system. It also does not result in an increase in flow to the existing street system. With the provision of new curb and gutter along the project frontage of all existing roadways, the capacity of the streets are improved with no increased demand, therefore, no additional dminage improvements to the public street system will be required. Thatcher III, P.E. Exp 12/31/07 0-09"wal LU W Wo, 0 -Ao Liol -70161--m-ul 3119 I;ai tu AQ lanwAll ?Wrl "WWO-100 VL ,mad WA) SM914011 ol sno�-g --am wy q* Gil Loh �31LVOI -4010) Hl - H PARKWAY CULVERT HYDRAULIC CALCULATIONS 0 ull- pll�� H �i hd Parkway Culvert Capacity The culvert is not a standard section for the length of itsel� so a "worst case" section was used for the Hydraulic Analysis. The smallest section of the culvert occurs at the outlet through the curb face, at which the section is 4' x 4" double RCB. The total flow to the culvert is 7 CFS; split into two RCBs, a flow of 3.5 CFS for each box was used. Flow is not pressure flow and there is a free flow outlet through the curb. Please see the attached calculations for this scenario and the resulting HGL shown on the plans. 0 d H H H-1 H 0 CULVERT-tXt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE re (aes) (C) Copyright 1982-2006 Advanced Engineering Softwa Ver. 13.0 Release Date: 06/01/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th Street, suite B Redlands, CA 92374 (909) 748-7777 ---------------------------------------------------------------------------- TuDY: 16:21 03/21/2007 TIME/DATE OF s ProbleM Descriptions: NORMAL DEPTH CALCULATIONS PARKWAY CULVERT >>>>CHANNEL INPUT INFORMATION<<<< ---------------- ----------- ----- --------------- CHANNEL Zl(HORIZONTAL/VERTICAL) = 0.00 Z2(HORIZONTAL/VERTICAQ = 0.00 BASEWIDTH(FEET) = 4.00 CONSTANT CHANNEL SLOPECFEET/FEET) 0.004100 UNIFORM FLOW(CFS) = 3.50 MANNINGS FRICTION FACTOR = 0.0130 NORMAL -DEPTH FLOW INFORMATION: --------------------------------------- >>>>> NORMAL DEPTH(FEET) 0.30 w FLOW TOP-WIDTH(FEET) = 4.00 41�' FLOW AREA(SQUARE FEET) 1.18 im HYDRAULIC DEPTH(FEET) 0.30 -r/SEC.) 2.96 FLOW AVERAGE VELOCITY(FEE UNIFORM FROUDE NUMBER = 0.959 :NTUM(POUNDS) 30.98 PRESSURE + MOME AVERAGED VELOCITY HEAD(FE.ET) 0.136 SPECIFIC ENERGY(FEET) 0.432 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 4.00 CRITICAL FLOW AREA(SQUARE FEET) 1.15 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 0.29 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 3.05 CRITICAL DEPTH(FEET) = 0.29 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 30.96 AVERAGED CRITICAL FLOW VELOCITY HEADCFEET) = 0.144 CRITICAL FLOW SPECIFIC ENERGY(FEET) 0.431 H-11 ow 4tl to H` Page 1 H UNIT HyDROGRA-PH AND DETENTION BASIN ROUTING 0 m HJ 11 H d h Detention Basin Variables CN = 32 (AMCII). 17 (AMCD, 52(AMCIII) S= 1000 — 10 = 21.25 (11), 48.82 (1), 9.23 (111) CN la 0.25 = 4.25 (11), 9.76 (1), 1.85 (111) jE24;- �12 = 0.74(11),0.52(1),0.87 (111) (P24 — I a + S)P24 r 4w E H I IF, d DETENTION.tXt SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2006 Advanced Engineering Software (aes) ver. 13.0 Release Date: 06/01/2006 License ID'1533 Analysis prepared by: Thatcher Engineering & Associatesy Inc - 345 5th Street, suite B L Redlands, CA 92374 (909) 748-7777 -------------------------------------------------------- 66 -------------------- ProbleM Descriptions: SMALL AREA UNIT HYDROGRAPH 2 -YEAR STORM EVENT POST -DEVELOPMENT --------------------------- ------------------------------ RATIONAL METHOD CALIBRATION COEFFICIENT 0.90 TOTAL CATCHMENT AREA(ACRES) = 8.12 0.550 SOIL -LOSS RATE, FM,CINCH/HR) LOW LOSS FRACTION = 0.520 TIME OF CONCENTRATION(MIN = 10.55 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5 -MINUTE POINT RAINFALL.VALUE(INCHES) = 0.19 30 -MINUTE POINT RAINFALL VALUIE(INCHES) = 0.40 1 -HOUR POINT RAINFALL VALUECINCHES) = 0.53 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.89 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.22 24-HOUR POINT RAINFALL VALUE(INCHES) = 2.05 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.62 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 0.77 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) CAF) (CFS) ---------------- -------------------------- ------------------- 0.17 0.0008 0.11 Q 0.35 0.0025 0.3.1 Q 0.53 0.0041 0.11 Q 0.70 0.0058 0.11 Q 0.88 0.0074 0.12 Q 1.05 0.0091 0.12 Q 1.23 0.0108 0.12 Q 1.41 0.0125 0.12 Q 1.58 0.0142 0.12 Q 1.76 0.0160 0.12 Q 1.93 0.0177 0.12 Q 2.3.1 0.0195 0.12 Q 2.28 0.0213 0.12 Q 2.46 0.0231 0.12 Q 2.64 0.0249 0.12 Q Z Page DETENTIONAXt 2.81 0.0267 0.13 Q 2.99 0.0285 0.13 Q 3.16 0.0304 0.13 Q 3.34 0.0322 0.13 Q 3.52 0.0341 0.13 Q 3.69 0.0360 0.13 Q 3.87 0.0379 0.13 Q 4.04 0.0399 0.13 Q 4.22 0.0418 0.14 Q 4.39 0.0438 0.14 Q 4.57 0.0458 0.14 Q 4.75 0.0478 0.14 Q 4.92 0.0498 0.14 Q 5.10 0.0518 0.14 Q 5.27 0.0539 0.14 Q 5.45 0.0560 0.14 Q 5.63 0.0581 0.15 Q 5.80 0.0602 0.15 Q 5.98 0.0624 0.15 Q 6.15 0.0646 0.15 Q 6.33 0.0668 0.15 Q 6.50 0.0690 0.15 Q 6.68 0.0712 0.16 Q 6.86 0.0735 0.16 Q 7.03 0.0758 0.16 Q 7.21 0.0782 0.16 Q 7.38 0.0805 0.16 Q 7.56 0.0829 0.17 Q 7.74 0.0853 0.17 Q 7.91 0.0878 0.17 Q 8.09 0.0903 0.17 Q 8.26 0.0928 0.17 Q 8.44 0.0953 0.18 Q 8.61 0.0979 0.18 Q 8.79 0.1006 0.18 Q 8.97 0.1032 0.18 Q 9.14 0.1060 0.19 Q 9.32 0.1087 0.19 Q 9.49 0.1115 0.19 Q 9.67 0.1144 0.20 Q 9.85 0.1173 0.20 Q 10.02 0.1202 0.20 Q 10.20 0.1232 0.21 Q 10.37 0.1263 0.21 Q 10.55 0.1294 0.22 Q 10.73 0.1325 0.22 Q 10.90 0.1358 0.23 Q 11.08 0.1391 0.23 Q 11.25 0.1425 0.24 Q 11.43 0.1459 0.24 Q 11.60 0.1495 0.25 Q 11.78 0.1531 0.25 Q 11.96 0.1568 0.26 Q 12.13 0.1607 0.27 Q 12.31 0.1651 0.33 Q 12.48 0.1700 0.34 Q 12.66 0.1750 0.35 Q 12.84 0.1802 0.36 Q 13.01 0.1855 0.37 -Q 13.19 0.1909 0.38 Q 13.36 0.1966 0.40 Q 13.54 0.2024 0.41 -Q 13.71 0.2085 0.43 Q 2 Page DETENTIONAXt 13-89 0.2148 0.44 Q 14.07 0.2214 0.47 Q 14.24 0.2285 0.50 Q 14.42 0.2360 0.54 Q 14.59 0.2439 0.56 Q 14.77 0.2523 0.60 Q 14.95 0.2613 0.63 Q 1 15.12 0.2711 0.71 Q 6i 15.30 0.2818 0.76 Q 15.47 0.2932 0.81 Q 15.65 0.3054 0.87 Q 15.82 0.3208 1.26 Q 16.00 0.3425 1.73 Q Q 16.18 0.4041 6.75 16.35 0.4605 1.01 - Q 16.53 0.4738 0.82 - Q 16.70 0.4846 0.67 - Q 16.88 0.4937 0.58 - Q 17.06 17.23 0.5016 0.5087 0.52 0.45 - Q Q 17.41 0.5150 0.42 Q 17.58 0.5208 0.39 Q 17.76 0.5263 0.37 Q 17.93 0.5315 0.35 Q 18.11 0.5364 0.33 Q 18.29 0.5406 0.26 Q 18.46 0.5442 0.24 Q 18.64 0.5477 0.23 Q 18.81 0.5510 0.22 Q 18.99 0.5542 0.21 Q 19.17 0.5572 0.21 Q 19.34 0.5602 0.20 Q 19.52 0.5630 0.19 Q 1g.rag 0.5658 0.19 Q 19.87 0.5685 0.18 Q 20-04 0.5711 0.18 Q 20.22 0.5736 0.17 Q 20.40 0.5760 0.17 Q 20.57 20.75 0.5784 0.5808 0.16 0.16 Q Q 20.92 0.5830 0.15 Q 21.10 0.5853 0.15 Q 21.27 0.5874 0.15 Q 21.45 0.5896 0.15 Q 21.63 0.5917 0.14 Q 21-80 0.5937 0.14 Q 21-98 0.5957 0.14 Q 22.15 0.5977 0.13 Q 22.33 0.5996 0.13 Q 22.51 0.6015 0.13 Q 22.68 22.86 0.6034 0.6052 0.13 0.13 Q Q 23.03 0.6070 0.12 Q 23.21 0.6088 0.3-2 Q 23.39 23.56 0.6105 0.6123 0.12 0.12 Q Q 23.74 0.6140 0.12 Q 23.91 0.6156 0.11 Q 24.09 0.6173 0.11 Q 24.26 0.6181 0.00 Q ------------------------------------- ProbleM Descriptions: Page 3 DETENTION BASIN DETENTION.tXt 2 -YEAR STORM EVENT FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) 10.550 DEAD STORAGE(AF) = 0.34 SPECIFIED DEAD STORAGE(AF) FILLED 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW W V -effective depth ------------- (and volume) detention V ............. basin outflow ----------- I storage basin outlet V OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: 7 TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW (ACRE-FEET) CCFS) -FEET) (CFS) (FEET) (FEET) (ACRE 0.000** 0.500 0.013 1.460* 0.000 0.000 2.000 0.093 1.460* 1.000 0.046 1.460** 4.000 0.238 1.460* 3.000 0.156 1.460** 5.000 0.341 1.460** ----------- ------------------------------ --------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: IS-O*IDT/21 (S+O*DT/21 INTERVAL DEPTH NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 0.50 0.00239 0.02361 3 1.00 0.03539 0.05661 4 2.00 0 . 08239 0.10361 5 3.00 0.14539 0.16661 6 4.00 0.22739 0.24861 7 5.00 0.33039 0.35161 INTERVAL(MIN.) WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT ----------------- ------- ----- --------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES THE OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE RECENT HYDROGRAPH UNIT INTERVAL. AVERAGE INFLOW DURING TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (CFS) DEPTH(FT) (CFS) VOLUME(AF) (HRS) FILLED(AF) --------- ------------------------------------------------------------------ 0.175 0.002 0.11 0.00 0.00 0.000 0.00 0.00 0.000 0.351 0.003 0.11 Page 4 H-- Hl- DETENTIONAXt 0.527 0.005 0.11 0.00 0.00 0.000 0.702 0.007 0.11 0.00 0.00 0.000 0.878 0.008 0.12 0.00 0.00 0.000 1.054 0.010 0.12 0.00 0.00 0.000 1.230 0.012 0.12 0.00 0.00 0.000 1.406 0.013 0.12 0.00 0.00 0.000 1.582 0.015 0.12 0.00 0.00 0.000 1.757 0.017 0.12 0.00 0.00 0.000 1.933 0.019 0.12 0.00 0.00 0.000 2.3J9 0.020 0.12 0.00 0.00 0.000 2.285 0.022 0.12 0.00 0.00 0.000 2.461 0.024 0.12 0.00 0.00 0.000 2.637 0.026 0.12 0.00 0.00 0.000 2.812 0.028 0.13 0.00 0.00 0.000 2.988 0.029 0.13 0.00 0.00 0.000 3.164 0.031 0.13 0.00 0.00 0.000 3.340 0.033 0.13 0.00 0.00 0.000 3.516 0.035 0.13 0.00 0.00 0.000 3.692 0.037 0.13 0.00 0.00 0.000 3.867 0.039 0.13 0.00 0.00 0.000 4.043 0.041 0.13 0.00 0.00 0.000 4.219 0.043 0.14 0.00 0.00 0.000 4.395 0.045 0.14 0.00 0.00 0.000 4.571 0.047 0.14 0.00 0.00 0.000 4.747 0.049 0.14 0.00 0.00 0.000 4.922 0.051 0.14 0.00 0.00 0.000 5.098 0.053 0.14 0.00 0.00 0.000 5.274 0.055 0.14 0.00 0.00 0.000 5.450 0.057 0.14 0.00 0.00 0.000 5.626 0.059 0.15 0.00 0.00 0.000 5.802 0.061 0.15 0.00 0.00 0.000 5.977 0.063 0.15 0.00 0.00 0.000 6.153 0.066 0.15 0.00 0.00 0.000 6.329 0.068 0.15 0.00 0.00 0.000 6.505 0.070 0.15 0.00 0.00 0.000 6.681 0.072 0.16 0.00 0.00 0.000 6.857 0.075 0.16 0.00 0.00 0.000 7.032 0.077 0.16 0.00 0.00 0.000 7.208 0.079 0.16 0.00 0.00 0.000 7.384 0.082 0.16 0.00 0.00 0.000 7.560 0.084 0.17 0.00 0.00 0.000 7.736 0.087 0.17 0.00 0.00 0.000 7.912 0.089 0.17 0.00 0.00 0.000 8.087 0.092 0.17 0.00 0.00 0.000 8.263 0.094 0.17 0.00 0.00 0.000 8.439 0.097 0.18 0.00 0.00 0.000 8.615 0.099 0.18 0.00 0.00 0.000 8.791 0.102 0.18 0.00 0.00 0.000 8.967 0.105 0.18 0.00 0.00 0.000 9.142 0.107 0.19 0.00 0.00 0.000 9.318 0.13M 0.3f 0.00 0.00 0.000 9.494 0.113 0.19 0.00 0.00 0.000 9.670 0.116 0.20 0.00 0.00 0.000 9.846 0.119 0.20 0.00 0.00 0.000 10.022 0.122 0.20 0.00 0.00 0.000 10.197 0.125 0.21 0.00 0.00 0.000 10.373 0.128 0.21 0.00 0.00 0.000 10.549 0.131 0.22 0.00 0.00 0.000 10.725 0.134 0.22 0.00 0.00 0.000 10.901 0.137 0.23 0.00 0.00 0.000 11.077 0.141 0.23 0.00 0.00 0.000 11.253 0.144 0.24 0.00 0.00 0.000 11.428 0.148 0.24 0.00 0.00 0.0000 Page 5 Hl- L 0.151 DE-rENTION.txt 0 25 0.00 0. 00 0.000 11.604 11.780 0.155 0,25 "26 0.00 0.00 0.00 0.000 0.000 11.956 0 159 0.163 0. 0.27 0.00 0.00 0.00 0.000 12.132 12.307 0.168 0.33 0.00 0.0 0 0.00 0.000 0.000 12.483 0.172 0.178 0 34 0 35 0.00 0.00 0.00 0.000 El 12.659 12.835 0.183 0.36 0.00 0.00 0.00 0.000 0.000 13-011 0.188 0.194 0.37 0.38 0.00 0.00 0.00 0.000 13.187 13.363 0.199 0.40 0 .00 0.00 0.*oo 0.000 0.000 13.538 0.205 0.212 0.41 0.43 0.00 0.00 0.00 0.000 13.714 13.890 0.218 0.44 0.00 0 0.00 0.00 0.000 0.000 pw L 14.066 0.225 0.232 0.47 0.50 .00 0.00 0.00 0.000 14.242 14.417 0.240 0.54 0.00 0.00 0.00 0.00 0.000 0.000 14.593 0.248 0.257 0.56 0.60 0.00 0.00 0.000 14.769 14.945 0.266 0.63 0.00 0.00 0.00 0.00 0.000 0.000 15.121 0.276 0.287 0.71 0.76 0.00 0.00 0.000 15-297 15.472 0.299 0.81 0.00 0.00 0.00 0.00 0.000 0.000 15.648 0.312 0.330 0.87 1 .26 0.00 0.00 0.000 15.824 DEAD STORAGE FILLED WITH UNIT INFLOW(CFS) 0.76 RMINING UNIT FLOW IS 0.341 0.97 0.97 CFS. 0.30 0.43 0.008 16.000 16-176 0.341 6.75 1.91 1 77 1.16 1.46 0.089 0. 082 16.352 16.528 0.341 0.341 1.01 0 .82 1:58 1.46 1.46 0.0 73 0.062 16.703 0.341 0.341 0.67 0.58 1 33 1.06 1.46 0.049 16.879 17.055 0.341 0.52 0.83 0.61 1.416 1.46 0.035 0.020 17.231 0.341 0.341 0.45 0.42 0.34 1.22 0.009 17.407 17.582 0.341 0.39 0.15 0.13 0.71 0.41 0.004 0.003 17.758 17.934 0.341 0.341 0.37 0.35 0.12 0 . 36 0.34 0.003 0.003 18.110 0.341 0.341 0.33 0.26 0.11 0.09 0.30 0.002 18.286 18.462 0.341 0.24 0.08 0.08 0.25 0.24 0 .002 0.002 18.638 0.341 0.341 0.23 0.22 0.08 0.23 0.002 18.813 18.989 0.341 0.21 0.07 0.07 0.22 0.21 0.002 0 .002 19.165 0.341 0.341 0.21 0.20 0.07 0.20 0.002 19.341 19.517 0.341 0.19 0.07 0.20 0.19 0.002 0.002 19.693 0.341 0.341 0.19 0.18 0.06 0.06 0 . 18 0.002 19.868 20.044 0.341 0.18 0.06 0.06 0 . 18 0.17 0.002 0.002 20.220 0.341 0.341 0.17 0.17 0.06 0.17 0.001 20.396 20.572 0.341 0.16 0.06 0.05 0.17 0.16 0.001 0.001 20.747 0.341 0.341 0.16 0.15 0.05 0.16 0.001 20.923 21.099 0.341 0.15 0.05 0.05 0 15 0:15 0.001 0.001 21.275 0.341 0.341 0.15 0.15 0.05 0.15 0.001 21.451 21.627 0.341 0.14 0.05 0.14 0.14 0.001 0.001 21.802 0.341 0.341 0.14 0.14 0.05 0.05 0.14 0.001 21-978 22.154 0.341 0.13 0.05 0.14 0.001 Page 6 r "I DETENTION tXt CATCHMENT 0.001 VOLUME(ACRE-FEET) = 0.74 VOLUME(ACRE-FEEr) = 1.75 22.330 0.341 0 13 0.05 0:13 0.04 0. 13 0.13 0.001 SOIL -LOSS 22.506 0.341 22.682 0.341 0.13 0.04 0.13 0.001 0.001 15.0 22.858 0.341 0.13 0.04 0.341 0.12 0.04 0.13 0.12 0.001 Q 23.033 0.04 23.209 0 341 0.12 0.12 0.12 0.001 0.001 (AF) 0.04 23.385 0 341 0.12 0.04 0.341 0.12 0.12 0.001 --------------------------------------- 0.17 23.561 0 04 23.737 0.341 0.12 0.12 0 12 0.001 0.001 23.913 0 . 341 0.11 0:04 0.341 0.11 0.04 - 0.11 0.001 Q 24.088 0.00 24.264 0.341 0.00 -------------------------------------------------- 0.06 -------------------- 0.000 ---- 0.11 ProbleM Descriptions: 0.70 0.0056 SMALL AREA UNIT HYDROGRAPH Q 0.88 10 -YEAR STORM EVENT 0.11 Q POST -DEVELOPMENT 0.0088 0.11 Q --------- ----------------------------------------------------------------- 1.23 0.0104 0.11 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 1.41 0.0121 TOTAL CATCHMENT AREACACRES) = 8.12 Q 1.58 SOIL -LOSS RATE, FM,(INCH/HR) = 0.550 0.11 Q LOW LOSS FRACTION = 0.740 OF coNcENTRATioN(MIN.) = 10.55 0.0154 0.12 L TIME SMALL AREA PEAK Q COMPUTED USING PEAK FLOW "VALLEY" VALUES ARE RATE FORMULA USED 6 ORANGE COUNTY RAINFALL RETURN FREQUENCY(YEARS) = 10 Q 2.11 5 -MINUTE POINT RAINFALL VALUE(INCHES) = VALUE(INCHES) = 0.34 0.72 Q 30 -MINUTE POINT RAINFALL 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 0.12 Q 3 -HOUR POINT RAINFALL VALUE(INcHES) = VALUE(INCHES) = 1.59 2.20 0.0222 0.12 6-HoUR POINT RAINFALL 24-HOUR POINT RAINFALL VALUE(INCHES) = 3.68 2.64 "I TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.74 VOLUME(ACRE-FEEr) = 1.75 TOTAL CATCHMENT SOIL -LOSS 15.0 PR TIME VOLUME Q 0. 5.0 10.0 .20.0 (HOURS) (AF) CCFS) ------------- --------------------- --------------------------------------- 0.17 0.0008 0.11 Q 0.35 0.0024 0.11 Q 0.53 0.0040 0.11 Q 0.70 0.0056 0.11 Q 0.88 0.0072 0.11 Q 1.05 0.0088 0.11 Q 1.23 0.0104 0.11 Q 1.41 0.0121 0.3.1 Q 1.58 0.0137 0.11 Q 1.76 0.0154 0.12 Q 1.93 0.0171 0.12 Q 2.11 0.0188 0.12 Q 2.28 0.0205 0.12 Q 2.46 0.0222 0.12 Q 2.64 0.0240 0.12 Q 2.81 0.0257 0.12 Q 2.99 0.0275 0.12 Q 3.16 0.0293 0.12 Q 7 Page 11 H H m I h"j, n H H DETENTIONAXt 3.34 0.0311 0.12 Q 3.52 0.0329 0.13 Q 3.69 0.0347 0.13 Q 3.87 0.0366 0.13 Q 4.04 0.0384 0.13 Q 4.22 0.0403 0.13 Q 4.39 0.0422 0.13 Q 4.57 0.0441 0.13 Q 4.75 0.0461 0.13 Q 4.92 0.0480 0.14 Q 5.10 0.0500 0.14 Q 5.27 0.0520 0.14 Q 5.45 0.0540 0.14 Q 5.63 0.0560 0.14 Q 5.80 0.0581 0.14 Q 5.98 0.0602 0.14 Q 6.15 0.0623 0.15 Q 6.33 0.0644 0.15 Q 6.50 0.0665 0.15 Q 6.68 0.0687 0.15 Q 6.86 0.0709 0.15 Q 7.03 0.0731 0.15 Q 7.21 0.0754 0.16 Q 7.38 0.0777 0.16 Q 7.56 0.0800 0.16 Q 7.74 0.0823 0.16 Q 7.91 0.0847 0.16 Q 8.09 0.0871 0.17 Q 8.26 0.0895 0.17 Q 8.44 0.0920 0.17 Q 8.61 0.0945 0.17 Q 8.79 0.0971 0.18 Q 8.97 0.0996 0.18 Q 9.14 0.1023 0.18 Q 9.32 0.1049 0.18 Q 9.49 0.1076 0.19 Q 9.67 0.1104 0.19 Q 9.85 0.1132 0.19 Q 10.02 0.1160 0.20 Q 10.20 0.1189 0.20 Q 10.37 0.1219 0.20 Q 10.55 0.1249 0.21 Q 10.73 0.1280 0.21 Q 10.90 0.1311 0.22 Q 11.08 0.1343 0.22 Q 11.25 0.1376 0.23 Q 11.43 0.1409 0.23 Q 11.60 0.1444 0.24 Q 11.78 0.1479 0.24 Q 11.96 0.15115 0.25 Q 12.13 0.1552 0.27 Q 12.31 0.1596 0.33 Q 12.48 0.1645 0.34 Q 12.66 0.1695 0.35 Q 12.84 0.1747 0.36 Q 13.01 0.1800 0.37 Q 13.19 0.1855 0.38 Q 13.36 0.1912 0.40 Q 13.54 0.1970 0.41 Q 13.71 0.2031 0.43 Q 13.89 0.2094 0.44 Q 14.07 0.2160 0.47 Q 14.24 0.2228 0.48 Q Page 8 H' j DETENTION.tXt 14.42 0.2301 0.51 Q 14.59 0.2377 0.53 Q 14.77 0.2458 0.58 Q 14.95 0.2545 0.61 Q 15.12 0.2639 0.68 Q 15.30 0.2742 0.73 Q 15.47 0.2851 0.78 Q 15.65 0.2968 0.83 Q 15.82 0.3118 1.23 . Q 16.00 0.3389 2.49 . Q 16.18 0.4681 15.30 - Q 16.35 0.5863 0.97 Q 16.53 0.5991 0.79 Q 16.70 0.6095 0.64 Q 16.88 0.6182 0.56 Q 17.06 0.6259 0.50 Q 17.23 0.6328 0.45 Q 17.41 0.6391 0.42 Q 17.58 0.6449 0.39 Q 17.76 0.6504 0.37 Q 17.93 0.6556 0.35 Q 18.11 0.6605 0.33 Q 18.29 0.6647 0.25 Q 18.46 0.6682 0.24 Q 18.64 0.6716 0.23 Q 18.81 0.6748 0.22 Q 18.99 0.6779 0.21 Q 19.17 0.6808 0.20 Q 19.34 0.6837 0.19 Q 19.52 0.6864 0.19 Q 19.69 0.6891 0.18 Q 19.87 0.6917 0.17 Q 20.04 0.6942 0.17 Q 20.22 0.6966 0.17 Q 20.40 0.6990 0.16 Q 20.57 0.7013 0.16 Q 20.75 0.7035 0.15 Q 20.92 0.7057 0.15 Q 21.10 0.7079 0.15 Q 21.27 0.7100 0.14 Q 21.45 0.7120 0.14 Q 21.63 0.7141 0.14 Q 21.80 0.7160 0.13 Q 21.98 0.7180 0.13 Q 22.15 0.7199 0.13 Q 22.33 0.7217 0.13 Q 22.51 0.7236 0.12 Q 22.68 0.7254 0.12 Q 22.86 0.7271 0.12 Q 23.03 0.7289 0.12 Q 23.21 0.7306 0.12 Q 23.39 0.7323 0.12 Q 23.56 0.7339 0.11 Q 23.74 0.7356 0.11 Q 23.91 0.7372 0.11 Q 24.09 0.7388 0.11 Q 24.26 0.7396 0.00 Q ----------------------------------------------- ---------------------------- ProbleM Descriptions: DETENTION BASIN 10 -YEAR STORM EVENT Page 9 j H, IDETENTION.txt IFLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HyDROGRAPH TIME UNIT(MINUTES) 10.550 DEAD STORAGE(AF) = 0.34 SPECIFIED DEAD STORAGE(AF) FILLED 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN 0.00 INFLOW V _effective depth ------------- (and volume) detention I V ............. basin outflow ----------- basin*outlet I I storage I V----------- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION' - 7 TOTAL NUMBER OF BASIN DEPTH INFORMATION tNTRIES = 0 UTFLOW **BASIN -DEPTH STORAGE OUTFLOW *BASIN -DEPTH STORAGE (FEET) (ACRE-FEET) (CFS) (FEET) CACRE-FEET) CCFS) 0.013 2.510* 0.000 0.000 0.000** 0.500 0.093 2.510* 0.046 2.510** 2.000 1.000 3.000 0.156 2.510** 4.000 0.238 2.510* 5.000 0.341 2.510** --------------- ------------------------------------------------------------ BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: JS-O*DT/2j (s+O*DT/21 INTERVAL DEPTH NUMBER (FEET) CACRE-FEET) CACRE-FEET) 1 0.00 0.00000 0.00000 2 0.50 -0.00524 0.03124 0.02776 0.06424 3 1.00 4 2.00 0.07476 0.11124 5 3.00 0.13776 0.17424 6 4.00 0.21976 0.25624 5.00 0.32276 0.35924 7 INTERVAL(MIN.) WHERE S=STORAGECAF);O=OUTFLCYWCAF/MIN.);DT=UNIT --------------- -------------------- ---------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANT ITI ES REPRESENT THE OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES DURING THE RECENT HYDROGRAPH UNIT INTERVAL. AVERAGE INFLOW TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE DEPTH (FT) (CFS) VOLUMECAF) CHRS) FILLEDCAF) CCFS) ---------- ---- ---- ----- ---- ------- 0.175 -------- 0.002---- 0.11 ------ 0.00 0.00 0.000 0.11 0.00 0.00 0.000 0.351 0.003 0.527 0.005 0.11 0.00 0.00 0.000 0.00 0.000 0.006 0.11 0.00 0.702 .000 0.008 0.11 0.00 0.00 0 0.878 Page 10 H m DETENTION,tXt 1.054 0.010 0.011 0.11 0.11 0.00 0.00 0.00 0.00 0.000 0.000 1.230 1.406 0.013 0.11 0.00 0.00 0.00 0.000 0.000 1.582 1.757 0.015 0.016 0.11 0.12 0.00 0 00 0.00 0.000 1.933 0.018 0.020 0.12 0.12 0:00 0.00 0.00 0.00 0.000 0.000 2.109 2.285 0.021 0 12 0.00 0.00 0.00 0.00 0.000 0.000 2.461 2.637 0.023 0.025 0:12 0.12 0.00 0.00 0.000 2.812 0.027 0.12 0.12 0.00 0.00 0.00 0.00 0.000 0.000 2.988 3.164 0.028 0.030 0.12 0.00 0.00 0.000 0.000 3.340 3.516 0.032 0.034 0.12 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 3.692 0.036 0.038 0.13 0.13 0.00 0.00 0.000 3.867 4.043 0.039 0.13 0.00 0.00 0.00 0.00 0.000 0.000 4.219 4.395 0.041 0.043 0.13 0.13 0.00 0.00 0.000 4.571 0.045 0.13 0.13 0.00 0.00 0.00 0.00 0.000 0.000 4.747 4.922 0.047 0.049 0.14 0.00 0.00 0.000 0.000 W 5.098 0.051 0.053 0.14 0.14 0.00 0 00 0.00 0.00 0.000 on 5.274 5.450 0.055 0.14 0:00 0 00 0.00 0.00 0.000 0.000 L 5.626 5.802 0.057 0.059 0.14 0.14 . 0.00 0.00 0.000 5.977 0.061 0.14 0.15 0.00 0.00 0 . 00 0.00 0.000 0.000 6.153 6.329 0.063 0.065 0.15 0 00 0.00 0.00 0.000 0.000 L 6.505 6.681 0.068 0.070 0.15 0.15 0:00 0 . 00 0.00 0.000 6.857 0.072 0.074 0.15 0.15 0.00 0.00 0.00 0.00 0.000 0.000 L 7.032 7.208 0.077 0.16 0.00 0.00 0.00 0.00 0.000 0.000 7.384 7.560 0.079 0.081 0.16 0.16 0.00 0.00 0.000 0.000 7.736 0.084 0.086 0.16 0.16 0.00 0.00 0.00 0.00 0.000 7.912 8.087 0.088 0.17 0 00 0:00 0.00 0.00 0.000 0.000 8.263 8.439 0.091 0.093 0.17 0 . 17 0 . 00 0.00 0.000 0.000 8.615 0.096 0.098 0.17 0.18 0 . 00 0.00 0.00 0.00 0.000 8.791 8.967 0.101 0.18 0.00 0.00 0.00 0.00 0.000 .0.000 9.142 9.318 0.104 0.106 0.18 0.18 0.00 0.00 0.000 0.000 9.494 0.109 0.112 0.19 0.19 0.00 0.00 0.00 0.00 0.000 9.670 9.846 0.115 0.19 0.00 0.00 0.00 0.000 0.000 10.022 10.197 0.117 0.120 0.20 0.20 0.00 0.00 0.00 0.000 0.000 10.373 0.123 0.126 0.20 0.21 0.00 0.00 0.00 0.00 0.000 10.549 10.725 0.130 0.21 0.00 0.00 0.00 0.00 0.000 0.000 10.901 0.133 0.136 0.22 0.22 0.00 0.00 0.000 11.077 11.253 0.139 0.23 0.00 0.00 0.00 0.00 0.000 0.000 11.428 11.604 0.143 0.146 0.23 0.24 0.00 0.00 0.000 0.000 11.780 0.150 0.153 0.24 0.25 0.00 0.00 0.00 0.00 0.000 11.956 Page 11 m H 0 N d H71 - H H 12.132 12.307 12.483 12.659 12.835 13.011 13.187 13.363 13.538 13.714 13-890 14.066 14.242 14.417 14.593 14.769 14.945 15.121 15.297 15.472 15.6,48 15.824 DEAD STORAGE REMAINING 16-000 16.176 16.352 16.528 16.703 16.879 17.055 17.231 17.407 17.582 17.758 17.934 18.110 18.286 18.462 18.638 18.813 18.989 19.165 19.341 19.517 19.693 19.868 20-044 20.220 20.396 20.572 20.747 20.923 21.099 21.275 21.451 21.627 21.802 21.978 22.154 22.330 22.506 22.682 0.157 0.162 0 . 167 0.172 0.177 0 . 183 0 . 188 0 . 194 0.200 0.206 0.213 0.219 0.226 0.234 0.242 0.250 0.259 0.269 0.279 0.291 0.303 0.321 FILLED WITH UNIT FLOW IS 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 0.341 DETENTION.tXt 0.27 0.00 0.33 0.00 0.34 0.00 0.35 0.00 0.j6 0.00 0.37 0.00 0.38 0.00 0.40 0.00 0.41 0.00 0.43 0.00 0.44 0.00 0.47 0 00 0.48 0:00 0 . 51 0 00 0 . 53 0.00 0.58 0.00 0.61 0.00 0.68 0 . 00 0.73 0. 00 0.78 0.00 0.83 0.00 1.23 0.00 UNIT INFLOW(CFS) 1.10 CFS. 1.10 0.26 15.30 3.59 0.97 3.31 0.79 3.01 10.64 2 58 0 . 56 2:13 0.50 1 . 55 0.45 0.94 0.42 0.48 0.39 0.09 0.37 0.09 0.35 0.08 0.33 0.08 0.25 0.06 0.24 0.05 0.23 0.05 0.22 0.05 0.21 0.05 0.20 0.05 0.19 0.04 0.19 0.04 0.18 0.04 0.17 0.04 0.17 0.04 0.17 0.04 0.16 0 04 0.16 0:04 0.15 0.04 0.15 0.03 0.15 0.03 0.14 0.03 0.14 0.03 0.14 0.03 0.13 0.03 0.13 0.03 0.13 0.03 0.13 0.03 0.12 0.03 0.12 0.03 Page 12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.64 1.90 2.51 2.51 2.51 2.51 2.51 2.51 2.45 1.43 0.44 0.42 0.39 0.34 0.28 0.27 0.26 0.25 0.24 0.23 0.22 0 21 0.21 0.20 0.20 0.19 0.19 0.18 0.18 0.17 0.17 0.17 0.16 0.16 0.16 0.15 0.15 0.15 0.14 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.39 0.007 0.204 0.182 0.157 0.130 0.101 0.072 0 . 042 0.012 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 �l 0, H P-1 H1111 H_ u �1� P ProbleM Descriptions: SMALL AREA UNIT HYDROGRAPH 25 -YEAR STORM EVENT POST -DEVELOPMENT ------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 8.12 SOIL -LOSS RATE, FM,CINCH/HR) = 0.550 LOW LOSS FRACTION = 0.740 .) = 10.55 TIME OF CONCENTRATION(MIN K FLOW RATE FORMULA SMALL AREA PEAK Q COMPUTED USING PEA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = -1-15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24-HOIJR POINT RAINFALL vALUE(INCHES) = 4.49 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.93 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 2.11 TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) -------------------------- ------------------------------------------------- 0.17 0.0009 0.13 Q 0.35 0.0028 0.13 Q 0.53 0.0047 0.13 Q 0.70 0.0067 0.13 Q 0.88 0.0086 0.13 Q 1.05 0.0105 0.13 Q 1.23 0.0125 0.14 Q 1.41 0.0145 0.14 Q 1.58 0.0165 0.14 Q 1.76 0.0185 0.14 Q 1.93 0.0205 0.14 Q 2.11 0.0225 0.14 Q 2.28 0.0246 0.14 Q 2.46 0.0266 0.14 Q 2.64 0.0287 0.14 Q 2.81 0.0308 0.15 Q 2.99 0.0330 0.15 Q 3.16 0.0351 0.15 Q 3.34 0.0372 0.15 Q 3.52 0.0394 0.15 Q 3.69 0.0416 0.15 Q Page 13 DETENTION.tXt 22.858 0.341 0 12 0.03 0.03 0.14 0.14 0.001 0.001 23.033 23.209 0.341 0 . 341 0,12 0.12 0.03 0.14 0.001 23.385 0.341 0.12 0.03 0.03 0.14 0.13 0.001 0.001 23.561 23.737 0.341 0 341 0.11 0.11 0.03 0.13 0.001 23.913 0 341 0.11 0.03 0.03 0.13 0.13 0.001 0.001 24.088 24.264 ----------------------------------------- 0.341 0.341 0.11 0.00 0.00 -- 0.06 ------ ---- 0.000 ------------ ----- ProbleM Descriptions: SMALL AREA UNIT HYDROGRAPH 25 -YEAR STORM EVENT POST -DEVELOPMENT ------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 8.12 SOIL -LOSS RATE, FM,CINCH/HR) = 0.550 LOW LOSS FRACTION = 0.740 .) = 10.55 TIME OF CONCENTRATION(MIN K FLOW RATE FORMULA SMALL AREA PEAK Q COMPUTED USING PEA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = -1-15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24-HOIJR POINT RAINFALL vALUE(INCHES) = 4.49 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.93 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 2.11 TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) -------------------------- ------------------------------------------------- 0.17 0.0009 0.13 Q 0.35 0.0028 0.13 Q 0.53 0.0047 0.13 Q 0.70 0.0067 0.13 Q 0.88 0.0086 0.13 Q 1.05 0.0105 0.13 Q 1.23 0.0125 0.14 Q 1.41 0.0145 0.14 Q 1.58 0.0165 0.14 Q 1.76 0.0185 0.14 Q 1.93 0.0205 0.14 Q 2.11 0.0225 0.14 Q 2.28 0.0246 0.14 Q 2.46 0.0266 0.14 Q 2.64 0.0287 0.14 Q 2.81 0.0308 0.15 Q 2.99 0.0330 0.15 Q 3.16 0.0351 0.15 Q 3.34 0.0372 0.15 Q 3.52 0.0394 0.15 Q 3.69 0.0416 0.15 Q Page 13 F11 11 DETENTION.txt 3.87 0.0438 0.15 Q 4.04 0.0461 0.15 Q 4.22 0.0483 0.16 Q 4.39 0.0506 0.16 Q 4.57 0.0529 0.16 Q 4.75 0.0552 0.16 Q 4.92 0.0576 0.16 Q 5.10 0.0599 0.16 Q 5.27 0.0623 0.17 Q 5.45 0.0648 0.17 Q 5.63 0.0672 0.17 Q 5.80 0.0697 0.17 Q 5.98 0.0722 0.17 Q 6.15 0.0747 0.17 Q 6.33 0.0772 0.18 Q 6.50 0.0798 0.18 Q 6.68 0.0824 0.18 Q 6.86 0.0851 0.18 Q 7.03 0.0878 0.19 Q 7.21 0.0905 0.19 Q 7.38 0.0932 0.19 Q 7.56 0.0960 0.19 Q 7.74 0.0988 0.20 Q 7.91 0.1016 0.20 Q 8.09 0.1045 0.20 Q 8.26 0.1075 0.20 Q 8.44 0.1104 0.21 Q 8.61 0.1135 0.21 Q 8.79 0.1165 0.21 Q 8.97 0.1196 0.21 Q 9.14 0.1228 0.22 Q 9.32 0.1260 0.22 Q 9.49 0.1292 0.23 Q 9.67 0.1326 0.23 Q 9.85 0.1359 0.23 Q 10.02 0.1394 0.24 Q 10.20 0.1429 0.24 Q 10.37 0.1464 0.25 Q 10.55 0.1501 0.25 Q 10.73 0.1538 0.26 Q 10.90 0.1575 0.26 Q 11.08 0.1614 0.27 Q 3.1.25 0.1654 0.28 Q 11.43 0.1694 0.28 Q 11.60 0.1735 0.29 Q 3.1.78 0.1778 0.29 Q 11.96 0.1821 0.30 Q 12.13 0.1867 0.32 Q 12.31 0.1921 0.42 Q 12.48 0.1984 0.43 Q 12.66 0.2047 0.45 Q 12.84 0.2113 0.45 Q 13.01 0.2180 0.47 Q 13.19 0.2249 0.48 Q 13.36 0.2321 0.50 Q 13.54 0.2394 0.51 Q 13.71 0.2471 0.54 Q 13.89 0.2550 0.55 Q 14.07 0.2633 0.58 -Q 14.24 0.2719 0.60 -Q 14.42 0.2808 0.64 Q 14.59 0.2902 0.66 Q 14.77 0.3003 0.72 -Q 14 Page 11 F u DETENTION.tXt 14.95 0.3110 0.75 Q 15.12 0.3226 0.84 , Q 15.30 0.3353 0.3487 0.90 ' Q 0.95 Q 15.47 15.65 0.3630 1.01 Q 15.82 16.00 0.3840 0.4271 1.89 4.04 Q Q Q 16.18 0.5942 18.96 16.35 0.7406 1.18 Q 16.53 0.7562 0.97 Q 16.70 0.7690 0.7798 0.80 0.69 Q Q 16.88 17.06 0.7893 0.62 Q 17.23 0.7979 0.57 Q 17.41 0.8058 0.8132 0.53 0.49 Q Q 17.58 17.76 0.8201 0.46 Q 17.93 0.8267 0.44 Q 18.11 0.8329 0.8381 0.42 0.30 Q Q 18.29 18.46 0.8424 0.28 Q 18.64 18.81 0.8464 0.8503 0.27 0.26 Q Q 18.99 0.8540 0.25 Q 19.17 0.8575 0.8610 0.24 0.23 Q Q 19.34 19.52 0 . 8643 0.22 Q 19.69 0.8675 0.8706 0.22 0.21 Q Q 19.87 20.04 0.8736 0.20 Q 20.22 0.8766 0.8794 0.20 0.19 Q Q 20.40 20.57 0.8822 0.19 Q 20.75 20.92 0.8849 0.8875 0.18 0.18 Q Q 21-10 21.27 0.8901 0.8926 0.18 0.17 Q Q 21.45 0.8951 0.17 Q 21.63 0.8975 0.8999 0.16 0.16 Q Q 21-80 21-98 0.9022 0.16 Q 22.15 22.33 0.9045 0.9067 0.16 0.15 Q Q 22.51 0.9089 0.15 Q 22.68 0.9111 0.15 Q 22.86 0.9132 0.14 Q 23.03 0.9153 0.9174 0.14 0.14 Q Q 23.21 23.39 0.9194 0.14 Q 23.56 0.9214 0.14 Q 23.74 0.9233 0.9253 0.13 0.13 Q Q 23-91 24.09 0.9272 0.13 Q 24.26 0.9281 0.00 Q -------------------------------------- ------- -probleM-Descriptions: -------- ---- DETENTION BASIN 25 -YEAR STORM EVENT Page 15 u HP H d H (11 H DETENTION.tXt FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) 10.550 DEAD STORAGE(AF) = 0.34 SPECIFIED DEAD STORAGE(AF) FILLED 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I V -effecti ve depth ------ ------ (and volume) detention V ............. basin outflow ---------- - I I storage basin outlet V----------- OUTFLOW d n d", OW -1 H 0 DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE pri I MrAP') (CFS) DEPTH(FT) (CFS) VOLUME(AF) knmaj----------------------------- DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: 7 TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = *BASIN STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW - - - - - ------- 0.175 -------- -DEPTH (FEET) (ACRE-FEET) (CFS) (FEET) (ACRE-FEET) (CFS) 3.060* 0.00 0.00 0.000 0.000 0.000** 0.500 0.013 0.046 3.060** 2.000 0.093 3.060* 0.351 0.527 1.000 3.000 0.156 3.060** 4.000 0.238 3.060* 0.00 5.000 0.341 3.060** --------------- 0.000 0.000 0.702 ----- BASIN - STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: IS-O*DT/21 IS-4-0*DT/21 0.13 0.13 0.00 0.00 INTERVAL DEPTH NUMBER (FEET) (ACRE-FEET) (ACRE_ FEET) 0.000 0.878 1.054 1 0.00 0.00000 0.00000 0.13 0.00 0.00 2 0.50 -0.00923 0.03523 0.000 0.000 1.230 1.406 3 1.00 0.02377 0.06823 0.14 0.14 0.00 4 2.00 0.07077 0.11523 0.000 5 3.00 0.13377 0.17823 Page 16 6 4.00 0.21577 0.26023 7 5.00 0.31877 0.36323 INTERVAL(MIN.) WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT -------- ---------------- d n d", OW -1 H 0 DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE pri I MrAP') (CFS) DEPTH(FT) (CFS) VOLUME(AF) knmaj----------------------------- ---------------- - - - - - ------- 0.175 -------- - - - - - 0.002---- 0.13 0.13 0.00 0.00 0.00 0.00 0.000 0.000 0.351 0.527 0.004 0.006 0.13 0.00 0.00 0.000 0.000 0.702 0.008 0.010 0.13 0.13 0.00 0.00 0.00 0.00 0.000 0.878 1.054 0.012 0.13 0.00 0.00 0.00 0.00 0.000 0.000 1.230 1.406 0.013 0.015 0.14 0.14 0.00 0.00 0.000 Page 16 11 I DETENTION.txt 1.582 0.017 0.14 0.00 0.00 0.000 1.757 0.019 0.14 0.00 0.00 0.000 I 1.933 0.021 0.14 0.00 0.00 0.000 2.109 0.024 0.14 0.00 0.00 0.000 2.285 0.026 0.14 0.00 0.00 0.000 2.461 0.028 0.14 0.00 0.00 0.000 2.637 0.030 0.14 0.00 0.00 0.000 2.812 0.032 0.15 0.00 0.00 0.000 2.988 0.034 0.15 0.00 0.00 0.000 3.164 0.036 0.15 0.00 0.00 0.000 3.340 0.038 0.15 0.00 0.00 0.000 3.516 0.041 0.15 0.00 0.00 0.000 3.692 0.043 0.15 0.00 0.00 0.000 3.867 0.045 0.15 0.00 0.00 0.000 4.043 0.047 0.15 0.00 0.00 0.000 4.219 0.049 0.16 0.00 0.00 0.000 4.395 0.052 0.16 0.00 0.00 0.000 4.571 0.054 0.16 0.00 0.00 0.000 4.747 0.056 0.16 0.00 0.00 0.000 4.922 0.059 0.16 0.00 0.00 0.000 5.098 0.061 0.16 0.00 0.00 0.000 5.274 0.064 0.17 0.00 0.00 0.000 5.450 0.066 0.17 0.00 0.00 0.000 5.626 0.068 0.17 0.00 0.00 0.000 5.802 0.071 0.17 0.00 0.00 0.000 5.977 0.073 0.17 0.00 0.00 0.000 6.153 0.076 0.17 0.00 0.00 0.000 6.329 0.079 0.18 0.00 0.00 0.000 6.505 0.081 0.18 0.00 0.00 0.000 6.681 0.084 0.18 0.00 0.00 0.000 6.857 0.086 0.18 0.00 0.00 0.000 7.032 0.089 0.19 0.00 0.00 0.000 7.208 0.092 0.19 0.00 0.00 0.000 7.384 0.095 0.19 0.00 0.00 0.000 7.560 0.097 0.19 0.00 0.00 0.000 7.736 0.100 0.20 0.00 0.00 0.000 7.912 0.103 0.20 0.00 0.00 0.000 8.087 0.106 0.'20 0.00 0.00 0.000 8.263 0.109 0.20 0.00 0.00 0.000 8.439 0.112 0.21 0.00 0.00 0.000 8.615 0.115 0.21 0.00 0.00 0.000 8.791 0.118 0.21 0.00 0.00 0.000 8.967 0.121 0.21 0.00 0.00 0.000 9.142 0.124 0.22 0.00 0.00 0.000 9.318 0.128 0.22 0.00 0.00 0.000 9.494 0.131 0.23 0.00 0.00 0.000 9.670 0.134 0.23 0.00 0.00 0.000 9.846 0.138 0.23 0.00 0.00 0.000 10.022 0.141 0.24 0.00 0.00 0.000 10.197 0.145 0.24 0.00 0.00 0.000 10.373 0.148 0.25 0.00 0.00 0.000 10.549 0.152 0.25 0.00 0.00 0.000 10.725 0.156 0.26 0.00 0.00 0.000 10.901 0.159 0.26 0.00 0.00 0.000 11.077 0.163 0.27 0.00 0.00 0.000 11.253 0.167 0.28 0.00 0.00 0.000 11.428 0.171 0.28 0.00 0.00 0.000 11.604 0.176 0.29 0.00 0.00 0.000 11.780 0.180 0.29 0.00 0.00 0.000 11.956 0.184 0.30 0.00 0.00 0.000 12.132 0.189 0.32 0.00 0.00 0.000 12.307 0.195 0.42 0.00 0.00 0.000 12.483 0.201 0.43 0.00 0.00 0.000 Page 17 I 12.659 0.208 0.45 12.835 0.215 0.45 13.011 0.221 0.47 13.187 0.228 0.48 13.363 0.236 0.50 13.538 0.243 0.51 13.714 0.251 0.54 13.890 0.259 0.55 14.066 0.268 0.58 14.242 0.276 0.60 14.417 0.285 0.64 14.593 0.295 0.66 14.769 0.306 0.72 14.945 0.316 0.75 15.121 0.329 0.84 DEAD STORAGE FILLED WITH UNIT REMAINING UNIT FLOW IS 0.85 15.297 0.341 0.06 15.472 0.341 0.95 15.648 0.341 1.01 15.824 0.341 1.89 16.000 0.341 4.04 16.176 0.341 18.96 16.352 0.341 1.18 16.528 0.341 0.97 16.703 0.341 0.80 16.879 0.341 0.69 17.055 0.341 0.62 17.231 0.341 0.57 17.407 0.341 0.53 17.582 0.341 0.49 17.758 0.341 0.46 17.934 0 . 341 0.44 18-110 0 . 341 0.42 18.286 0 . 341 0.30 18.462 0 . 341 0.28 18.638 0.341 0.27 18.813 0.341 0 . 26 18.989 0.341 0.25 19.165 0 . 341 0.24 19.341 0.341 0.23 19.517 0.341 0 22 19.693 0.341 0 22 19.868 0.341 0 . 21 20.044 0.341 0 . 20 20.220 0.341 0.20 20.396 0.341 0.19 20.572 0.341 0.19 20.747 0.341 0.18 20.923 0.341 0.18 21.099 0.341 0.18 21.275 0.341 0.17 21.451 0.341 0.17 21.627 0.341 0.16 21.802 0.341 0.16 21.978 0.341 0 . 16 22.154 0.341 0.16 22.330 0.341 0.15 22.506 0.341 0.15 22.682 0.341 0.15 22.858 0.341 0.14 23.033 0.341 0.14 23.209 0.341 0 . 14 DETENTION.tXt 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 INFLOW(CFS) 0.85 0.06 CFS. 0.01 0.03 0.000 0.20 0.63 0.005 0.21 1.24 0.005 0.39 1.83 0.010 0.86 2.72 0.036 4.29 3.06 0.268 4.02 3.06 0.240 3.66 3.06 0.210 3.26 3.06 0.177 2.79 3.06 0.142 2.22 3.06 0.107 1.53 3.06 0.071 0.82 3.06 0.034 0.27 2.35 0.007 0.10 1.11 0.002 0.09 0.57 0.002 0.09 0.54 0.002 0.06 0.45 0.002 0.06 0.37 0.002 0.06 0.35 0.001 0.05 0.34 0.001 0.05 0.32 0.001 0.05 0.31 0.001 0.05 0.30 0.001 0.05 0.29 0.001 0.04 0.28 0.001 0.04 0.27 0.001 0.04 0.26 0.001 0.04 0.25 0.001 0.04 0.25 0.001 0.04 0.24 0.001 0.04 0.24 0.001 0 . 04 0.23 0.001 0 . 04 0.22 0.001 0 . 04 0.22 0.001 0..03 0.21 0.001 0.03 0.21 0.001 0.03 0.21 0.001 0.03 0.20 0.001 0.03 0.20 0.001 0.03 0.19 0.001 0 03 0.19 0.001 0:03 0.19 0.001 0 . 03 0.18 0.001 0.03 0.18 0.001 0.03 0.18 0.001 Page 18 F DETENTION.tXt 0.03 0.18 0.001 23.385 0.341 0 14 23.561 0.341 0.14 0.03 0.17 0.17 0.001 0.001 23.737 0.341 0.13 0.03 0.341 0.13 0.03 0.17 0. 001 23.913 24.088 0.341 0.13 0.03 0.00 0.17 0.08 0.001 0.000 24.264 0.341 0.00 -------------------- - ------------ ----------------------------------------- ProbleM Descriptions: SMALL AREA UNIT HYDROGRAPH 100 -YEAR STORM EVENT POST -DEVELOPMENT ----------------------------------- ---------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 8.12 TOTAL CATCHMENT AREA(ACRES.) = FM,(INCH/HR) = 0.550 SOIL -LOSS RATE, LOW LOSS FRACTION = 0.870 = 10.55 TIME OF CONCENTRATION(MIN.) G PEAK FLOW Q COMPUTED USIN RATE FORMULA SMALL AREA PEAK ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 POINT RAINFALL VALUECINCHES) = 0.52 5 -MINUTE 30 -MINUTE POINT RAINFALL VALUECINCHES) = VALUE(INCHES) = 1-09 1.45 l. -HOUR POINT RAINFALL POINT RAINFALL VALUE(INCHES) = 2.43 3 -HOUR 6 -HOUR POINT RAINFALL VALUE(INCHES) = VALUE(INCHES) = 3.36 5.63 24-HOUR POINT RAINFALL ---- TOTAL - CATCHMENT --- RUNOFF __VOLUME(ACRE-FEET)_=_* --- ----- --------- ------ ----------------- - - VOLUME(ACRE-FEET) ---- 0.87 -- 2.94 TOTAL CATCHMENT SOIL -LOSS 22.5 30.0 Q 0. 7.5 15.0 TIME VOLUME (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.17 0.0006 0.08 Q 0.35 o.0018 0.08 Q 0.53 0.0030 0.08 Q 0.70 0.0043 0.08 Q 0.88 0.0055 0.09 Q 1.05 0.0067 0.09 Q 1.23 0.0080 0.09 Q 1.41 0.0093 0.09 Q 1.58 0.0105 0.09 Q 1.76 o.0118 0.09 Q 1.93 0.0131 0.09 Q 2.11 0.0144 0.09 Q 2.28 0.0157 0.09 Q 2.46 0.0171 0.09 Q 2.64 0.0184 0.09 Q 2.81 0.0197 0.09 Q 2.99 0.0211 0.09 Q 3.16 0.0225 0.09 Q 3.34 0.0239 0.10 Q 3.52 0.0252 0.10 Q 3.69 0.0267 0.10 Q 3.87 0.0281 0.10 Q 4.04 0.0295 0.10 Q 4.22 0.0309 0.10 Q Page 19 DETENTIONAXt 4.39 0.0324 0.10 Q 4.57 0.0339 0.10 Q 4.75 0.0354 0.10 Q 4.92 0.0369 0.10 Q 5.10 0.0384 0.10 Q 5.27 0.0399 0.11 Q 5.45 0.0414 0.11 Q 5.63 0.0430 0.11 Q 5.80 0.0446 0.11 Q 5.98 0.0462 0.11 Q 6.15 0.0478 0.11 Q 6.33 0.0494 0.11 Q 6.50 0.0511 0.11 Q 6.68 0.0527 0.12 Q 6.86 0.0544 0.12 Q 7.03 0.0561 0.12 Q 7.21 0.0578 0.12 Q 7.38 0.0596 0.12 Q 7.56 0.0614 0.12 Q 7.74 0.0632 0.12 Q 7.91 0.0650 0.13 Q 8.09 0.0668 0.13 Q 8.26 0.0687 0.13 Q 8.44 0.0706 0.13 Q 8.61 0.0725 0.13 Q 8.79 0.0745 0.14 Q 8.97 0.0764 0.14 Q 9.14 0.0784 0.14 Q 9.32 0.0805 0.14 Q 9.49 0.0826 0.14 Q 9.67 0.0847 0.15 Q 9.85 0.0868 0.15 Q 10.02 0.0890 0.15 Q 10.20 0.0912 0.15 Q 10.37 0.0935 0.16 Q 10.55 0.0958 0.16 Q 10.73 0.0981 0.16 Q 10.90 0.1006 0.17 Q 3-1.08 0.1030 0.17 Q 11.25 0.1055 0.18 Q 11.43 0.1081 0.18 Q 11.60 0.1107 0.18 Q U.78 0.1134 0.19 Q 11.96 0.1162 0.19 Q 12.13 0.1190 0.20 Q 12.31 0. 1224 0.26 Q 12.48 0.1261 0.26 Q 12.66 0.1299 0.27 Q 12.84 0.1339 0.27 Q 13.01 0.1379 0.28 Q 13.19 0.1421 0.29 Q 13.36 0.1464 0.30 Q 13.54 0.1509 0.31 Q 13.71 0.1555 0.33 Q 13.89 0.1603 0.34 Q 14.07 0.1653 0.36 Q 14.24 0.1706 0.37 Q 14.42 0.1761 0.39 Q 14.59 0.1820 0.41 Q 14.77 0.1882 0.45 Q 14.95 0.1948 0.47 Q 15.12 0.2020 0.52 Q 15.30 0.2099 0.56 Q Page 20 Id FLOW-THROUGH DETENTION BASIN MODEL Page 21 j DETENTION.tXt 15.47 0.2185 0.63 Q 15.65 0.2304 1.00 ' Q 15.82 0.2603 3.12 ' Q 16.00 0.3246 5.73 Q Q 16.18 0.5508 25.40 16.35 0.7485 1.80 Q 16.53 0.7661 0.62 Q 16.70 0.7742 0.49 Q 16.88 0.7809 0.43 Q 17.06 0.7868 0.38 Q 17.23 0.7921 0.34 Q 17.41 0.7969 0.32 Q 17.58 0.8013 0.30 Q 17.76 0.8055 0.28 Q 17.93 0.8095 0.26 Q 18.11 0.8132 0.25 Q 18.29 0.8164 0.19 Q 18.46 0.8191 0.18 Q 18.64 0.8217 0.17 Q 18.81 0.8241 0.17 Q 18.99 0.8265 0.16 Q 19.17 0.8288 0.15 Q 19.34 0.8309 0.15 Q 19.52 0.8331 0.14 Q 19.69 0.8351 0.14 Q 19.87 0.8371 0.13 Q 20.04 0.8390 0.13 Q 20.22 0.8409 0.13 Q 20.40 0.8427 0.12 Q 20.57 0.8445 0.12 Q 20.75 0.8462 0.12 Q 20.92 0.8479 0.11 Q 21.10 0.8495 0.11 Q 21.27 0.8511 0.11 Q 21.45 0.8527 0.11 Q 21.63 0.8543 0.11 Q 21.80 0.8558 0.10 Q 21.98 0.8573 0.10 Q 22.15 0.8587 0.10 Q 22.33 0.8601 0.10 Q 22.51 0.8615 0.10 Q 22.68 0.8629 0.09 Q 22.86 0.8643 0.09 Q 23.03 0.8656 0.09 Q 23.21 0.8669 0.09 Q 23.39 0.8682 0.09 Q 23.56 0.8695 0.09 Q 23.74 0.8708 0.09 Q 23.91 0.8720 0.08 Q 24.09 0.8732 0.08 Q 24.26 ------------------ 0.8738 0.00 Q --------------------------------------------- Problem Descriptions: DETENTION BASIN 100 -YEAR STORM EVENT FLOW-THROUGH DETENTION BASIN MODEL Page 21 j d DETENTION-tXt SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) 10.550 DEAD STORAGE(AF) = 0.34 SPECIFIED DEAD STORAGE(AF) FILLED 0.00 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = ?, INFLOW 64 1 I -effective depth V ------ ------ (and volume) detention V ............. basin outflow ----------- I I storage basin outlet V----------- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: = 7 TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW (ACRE-FEET) (CFS) (FEET) (ACRE-FEET) (CFS) (FEET) 0.000 0.000** 0.500 0.013 3.740* 0.000 1.000 0.046 3.740** 2.000 0.093 3.740* 4.000 0.238 3.740* 3.000 0.156 3.740** 5.000 0.341 3.740** ------------ ----------- ----- ----- -------- ------- --- ----- ------- ----- BASIN - STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: IS-O*DT/21 js+o*DT/2j INTERVAL DEPTH NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 0.50 -0.01417 0.04017 3 1.00 0.01883 0.07317 2.00 0.06583 0.12017 4 5 3.00 0.12883 0.18317 6 4.00 0.21083 0.26517 7 5.00 0.31383 0.36817 INTERVALCMIN.) WHERE S=STORAGECAF);O=OUTFLOW(AF/MIN.);DT=UNIT -- -------- --------- ----- ---- ----- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW AND STORAGE QUANTITIES VALUES REPRESENT THE OCCUR AT THE GIVEN TIME. BASIA INFLOW AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (CFS) DEPTH(FT) (CFS) VOLUME(AF) (HRS) FILLED(AF) --- ---- ------------ ------ ----- ---- -------------------- 0.001 ----- 0.08 0.00 0.00 0.000 0.175 0.000 0.08 0.00 0.00 0.351 0.002 0.527 0.004 0.08 0.00 0.00 0.000 0.00 0.000 0.702 0.005 0.08 0.00 0.006 0.09 0.00 0.00 0.000 0.878 0.000 1.054 0.007 0.09 0.00 0.00 0.00 0.00 0.000 1.230 0.009 0.09 0.010 0.09 0.00 0.00 0.000 1.406 0.011 0.09 0.00 0.00 0.000 1.582 0.000 0.00 0.00 1.757 0.012 0.09 1.933 0.014 0.09 0.00 0.00 0.000 Page 22 H d DETENTION. tXt 2.109 0.015 0.09 0.00 0.00 0.000 2.285 0.016 0.09 0.00 0.00 0.000 2.461 0.018 0.09 0.00 0.00 0.000 2.637 0.019 0.09 0.00 0.00 0.000 2.812 0.020 0.09 0.00 0.00 0.000 2.988 0.022 0.09 0.00 0.00 0.000 3.164 0.023 0.09 0.00 0.00 0.000 3.340 0.025 0.10 0.00 0.00 0.000 3.516 0.026 0.10 0.00 0.00 0.000 3.692 0.027 0.10 0.00 0.00 0.000 3.867 0.029 0.10 0.00 0.00 0.000 4.043 0.030 0.10 0.00 0.00 0.000 4.219 0.032 0.10 0.00 0.00 0.000 4.395 0.033 0.10 0.00 0.00 0.000 4.571 0.035 0.10 0.00 0.00 0.000. 4.747 0.036 0.10 0.00 0.00 0.000 4.922 0.038 0.10 0.00 0.00 0.000 5.098 0.039 0.10 0.00 0.00 0.000 5.274 0.041 0.11 0.00 0.00 0.000 5.450 0.042 0.11 0.00 0.00 0.000 5.626 0.044 0.11 0.00 0.00 0.000 5.802 0.045 0.11 0.00 0.00 0.000 5.977 0.047 0.11 0.00 0.00 0.000 6.153 0.049 0.11 0.00 0.00 0.000 6.329 0.050 0.11 0.00 0.00 0.000 6.505 0.052 0.11 0.00 0.00 0.000 6.681 0.054 0.12 0.00 0.00 0.000 6.857 0.055 0.12 0.00 0.00 0.000 7.032 0.057 0.12 0.00 0.00 0.000 7.208 0.059 0.3-2 0.00 0.00 0.000 7.384 0.060 0.12 0.00 0.00 0.000 7.560 0.062 0.12 0.00 0.00 0.000 7.736 0.064 0.12 0.00 0.00 0.000 7.912 0.066 0.13 0.00 0.00 0.000 8.087 0.068 0.13 0.00 0.00 0.000 8.263 0.070 0.13 0.00 0.00 0.000 8.439 0.072 0.13 0.00 0.00 0.000 8.615 0.073 0.13 0.00 0.00 0.000 8.791 0.075 0.14 0.00 0.00 0.000 8.967 0.077 0.14 0.00 0.00 0.000 9.142 0.079 0.14 0.00 0.00 0.000 9.318 0.082 0.14 0.00 0.00 0.000 9.494 0.084 0.14 0.00 0.00 0.000 9.670 0.086 0.15 0.00 0.00 0.000 9.846 0.088 0.15 0.00 0.00 0.000 10.022 0.090 0.15 0.00 0.00 0.000 10.197 0.092 0.15 0.00 0.00 0.000 10.373 0.095 0.16 0.00 0.00 0.000 10.549 0.097 0.16 0.00 0.00 0.000 10.725 0.099 0.16 0.00 0.00 0.000 10.901 0.102 0.17 0.00 0.00 0.000 11.077 0.104 0.17 0.00 0.00 0.000 11.253 0.107 0.18 0.00 0.00 0.000 11.428 0.109 0.18 0.00 0.00 0.000 11.604 0.112 0.18 0.00 0.00 0.000 11.780 0.115 0.19 0.00 0.00 0.000 11.956 0.118 0.19 0.00 0.00 0.000 12.132 0.121 0.20 0.00 0.00 0.000 12.307 0.124 0.26 0.00 0.00 0.000 12.483 0.128 0.26 0.00 0.00 0.000 12.659 0.132 0.27 0.00 0.00 0.000 12.835 0.136 0.27 0.00 0.00 0.000 13.011 0.140 0.28 0.00 0.00 0.000 Page 23 d H DETENTION.tXt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 00 0 00 0:00 0 . 00 0.00 0.00 0.00 0.00 0.00 INFLOW(CFS) 1.74 CFS. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.00 0.31 1.18 EXCEEDED: BASIN DATA 13.187 0.144 0.29 13.363 0.149 0.30 4.30 13.538 0.153 0.31 3.74 13.714 0.158 0.33 13.890 0.163 0.34 1.62 14.066 0.168 0.36 3.74 14.242 0.173 0.37 14.417 0.179 0.39 0.05 14.593 0.185 0.41 0 . 35 14.769 0.191 0.45 14.945 0.198 0.47 0.03 15.121 0.206 0.52 0.23 15.297 0.214 0.56 15.472 0.223 0.63 0.03 15-648 0.238 1.00 0.20' 15.824 0.283 3.12 3 DEAD STORAGE FILLED WITH UNIT 0.02 REMAINING UNIT FLOW IS 0.02 0.17 16.000 0.341 1.74 2 16.176 BASIN CAPAC ITY 2 16-176 0.341 25.40 0.02 16.352 0.341 1.80 0.15 16.528 0.341 0.62 1 16.703 0.341 0.49 0.02 16.879 0.341 0.43 0.14 17.055 0.341 0.38 .0 17.231 0.341 0.34 0.02 17.407 0.341 0.32 0.13 17.582 0.341 0.30 9 17.758 0.341 0.28 0.02 17.934 18.110 0.341 0.341 0.26 0.25 0.12 18.286 0.341 0.19 )9 18.462 0.341 0.18 page 24 18.638 0.341 0.1; 18.813 0.341 0. U 18.989 0.341 0.1( 19.165 0.341 0.1 19.341 0.341 0.1 19.517 0.341 0.14 19.693 0.341 0. 19.868 20.044 0.341 0.341 0.1 0.1 20.220 0.341 0.1 20.396 0.341 0.1 20.572 0.341 0.1 20.747 0.341 0.1 20.923 0.341 0.1 21.099 0.341 0.1 21.275 21.451 0.341 0.341 0. 0.1 21.627 0.341 0.1 21.802 0.341 0. 21.978 0.341 0. 22.154 0.341 0. 22.330 0.341 0. 22.506 0.341 0. 22.682 0.341 0.( 22.858 0.341 0.( 23.033 0.341 0.( 23.209 0.341 0.( 23.385 0.341 0.( 23.561 0.341 0. DETENTION.tXt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 00 0 00 0:00 0 . 00 0.00 0.00 0.00 0.00 0.00 INFLOW(CFS) 1.74 CFS. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.00 0.008 IS EXTRAPOLATED 0.342 0.314 0.269 0.221 0.173 0.124 0.075 0.025 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.31 1.18 EXCEEDED: BASIN DATA 5.01 3.05 4.74 3.74 4.30 3.74 3.80 3.74 3.21 3.74 2.50 3.74 1.62 3.74 0.69 3.74 0.05 2.07 0.05 0.39 0.05 0 . 37 0.05 0 . 35 0.03 0.30 0.03 0.25 0.03 0.24 0.03 0.23 0.03 0.22 0.03 0.21 5 0.03 0.20 0.03 0.20' 0.03 0.19 3 0.02 0.18 3 0.02 0.18 3 0.02 0.17 0.02 0.17 2 0.02 0.16 2 0.02 0.16 1 0.02 0.16 1 0.02 0.15 1 0.02 0.15 1 0.02 0.15 1 0.02 0.14 D 0.02 0.14 0.02 0.14 .0 0.02 0.14 .0 0.02 0.13 .0 0.02 0.13 .0 9 0.02 0.13 9 0.02 0.13 9 0.02 0.12 9 0.02 0.12 9 0.02 0.12 )9 0.02 0.12 page 24 0.008 IS EXTRAPOLATED 0.342 0.314 0.269 0.221 0.173 0.124 0.075 0.025 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 H H H H, H n H d HI Page 25 DETENTIONAXt 23.737 0.341 0.341 0.09 0.08 0.02 0.02 0 . 12 0.12 0.000 0.000 23.913 24.088 0.341 0.08 0.02 0.11 0.000 0.000 24.264 ----------------------------------------- 0.341 0.00 0.00 -- 0.06 ------ ---- ----------------- H H H, H n H d HI Page 25 E- H r thl PRE -DEVELOPMENT FLOW CALCULATIONS FOR DETENTION BASIN DESIGN m H Hll Hr -1 F, p (i h 108602P2.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-2006 Advanced Engineering Software Caes) Ver. 13.1 Release Date: 06/15/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th street, Suite B Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY * 108602 DYNAMIC - TRACT 16658 * PRE -DEVELOPMENT DRAINAGE STUDY * 2 -YEAR STORM ANALYSIS FOR DETENTION BASIN FILE NAME: 108602PR.DAT TIME/DATE OF STUDY: 17:35 01/16/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00 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) 0.970 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 1.420 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1 -HOUR INTENSITY(INCH/HOUR) = 0.6555 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) I 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 z.00 0.0313 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. (D,epth)*(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) 660.00 ELEVATION DATA: UPSTREAM(FEET) 59.50 DOWNSTREAM(FEET) 50-00 Page I H- L�ll 108602P2.RES TC = K*[CLENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.730 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.588 SUBAREA Tc AND LOSS RATE DATACAMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 1.47 1.00 0.700 17 "2 DWELLINGS/ACRE" A 13.73 NATURAL FAIR COVER "GRASS It A 0.84 0.98 1.000 31 22.13 r4 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.99 0.809 IN SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) 1.63 TOTAL AREA(ACRES) 2.31 PEAK FLOW RATE(CFS) 1.63 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 830-00 UPSTREAM(FEET) = 62.10 DOWNSTREAKFEET) 50.00 ELEVATION DATA: Tc = K*E(LENGTH** 3.00)/(ELEvATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 15-009 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.505 SUBAREA TC AND LOSS RATE DATA(AMC I ): TYPE/ SCS SOIL AREA Fp AP SCS TC DEVELOPMENT LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 1'2 DWELLINGS/ACRE" A 0.95 1.00 0.700 17 15-01 NATURAL FAIR COVER A 3.82 0.98 1.000 31 "GRASS" 24.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) --0.98 0.940 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = SUBAREA RUNOFF(CFS) 2.49 RATE(CFS) 2.49 TOTAL AREACACRES) 4.77 PEAK FLOW FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< >>USE TIME -OF INITIAL SUBAREA FLOW-LENGTH(FEET) 660-00 UPSTREAM(FEET) = 62-10 DOWNSTREAKFEET) 50.00 ELEVATION DATA: TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 21.085 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.228 SUBAREA TC AND LOSS RATE DATA(AMC I ): Fp AP SCS DEVELOPMENT TYPE/ SCS SOIL AREA (DECIMAL) CN TC (MIN.) LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER A 1.75 0.98 1.000 31 "GRASS" 21.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 1.000 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = SUBAREA RUNOFF(CFS) 0.39 AREA(ACRES) 1.75 PEAK FLOW RATE(CFS) 0.39 TOTAL END OF STUDY SUMMARY: 1.8 TC(MIN.) 21.09 TOTAL AREA(ACRES) Page 2 L�ll E _�8602P2.RES E AREA(ACRES) 1.75 AREA -AVERAGED FM(INCH/HR)= 0.98 _CrIV 98 AREA -AVERAGED Ap'= AR'EA-AVERAGED Fp(INCH/HR) = 0 PEAK FLOW RATE(CFS) END OF RATIONAL METHOD ANALYSIS H R d H ri H IPage 3 A H 108602Pl.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO..HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 Sth Street, Suite B Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY * 108602 DYNAMIC - TRACT 16658 * PRE -DEVELOPMENT DRAINAGE STUDY * 3 -0 -YEAR STORM ANALYSIS (USING 5 YEAR RAINFALL) FOR DETENTION BASIN FILE NAME: 108602PR.DAT TIME/DATE OF STUDY: 17:37 01/16/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 5.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00 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) 0.970 100 -YEAR STORM 60 -MINUTE INTENSITY (INCH/HouR) 1.420 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 5.00 1 -HOUR INTENSITY (INCH/HOUR) = 0.8557 SLOPE OF INTENSITY DURATION CURVE = 0.6000 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*F-r/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* OT SELECTED *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT N 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) 660-00 STREAM(FEET) 50-00 ELEVATION DATA: UPSTREAM(FEET) 59.50 DOWN Page 1 �1411 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* GUTTER -GEOMETRIES: MANNING HALF- CROWN TO WIDTH CROSSFALL STREET-CROSSFALL: IN- / OUT -/PARK- CURB 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 5.0150 2.00 0.0313 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*F-r/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* OT SELECTED *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT N 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) 660-00 STREAM(FEET) 50-00 ELEVATION DATA: UPSTREAM(FEET) 59.50 DOWN Page 1 �1411 108602Pl.RES TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 TC(MIN.) = 13.730 SUBAREA ANALYSIS USED MINIMUM 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.073 SUBAREA TC AND LOSS RATE DATA(AMC ii): AP SCS DEVELOPMENT TYPE/ SCS SOIL AREA FP (DECIMAL) CN TC (MIN.) LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 1.47 0.98 0.700 32 "2 DWELLINGS/ACRE" A 13.73 NATURAL FAIR COVER 0.84 0.82 1.000 50 " A 22.13 GRASS" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.91 Ap = 0.809 SUBAREA AVERAGE PERVIOUS AREA FRACTION, SUBAREA RUNOFF(CFS) 2.79 TOTAL AREA(ACRES) 2.31 PEAK FLOW RATE(CFS) 2.79 21 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = >>>>>RATIONAL- METHOD - INITIAL - SUBAREA- ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 830-00 = 62.10 DOWNSTREAM (FEET) 50-00 ELEVATION DATA: UPSTREAMCFEET) -ft = K*[CLENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 TC(MIN.) = 15.009 SUBAREA ANALYSIS USED MINIMUM 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.965 SUBAREA Tc AND LOSS RATE DATACAMC II): Fp AP SCS DEVELOPMENT TYPE/ SCS SOIL AREA (DECIMAL) CN TC (MIN.) LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL A 0.95 0.98 0.700 32 "2 DWELLINGS/ACRE" 15-01 NATURAL FAIR COVER A 3.82 0.82 1.000 50 " 24.19 GRASS" 0.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = FRACTION, AP = 0.940 SUBAREA AVERAGE PERVIOUS AREA SUBAREA RUNOFF(CFS) 5.03 E(CFS) 5.03 TOTAL AREA(ACRES) 4.77 PEAK FLOW RAT 21 FLOW PROCESS FROM NODE 3.00 TO NODE ---- 5.00 - IS - CODE ---- -- ---- - ------------ ------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTHCFEET) = 660-00 CFEET) UPSTREAM(FEET) = 62.10 DOWNSTREAM 50-00 ELEVATION DATA: TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 21.085 SUBAREA ANALYSIS USED MINIMUM TC(MIN INTENSITY(INCH/H i3 = 1.603 5 YEAR RAINFALL SUBAREA TC AND LOSS RATE DAtA(AMC II): Fp Ap SCS TC DEVELOPMENT TYPE/ SCS SOIL AREA (INCH/HR) (DECIMAL) CN (ACRES) (MIN.) LAND USE GROUP NATURAL FAIR COVER A 1.75 0.82 1.000 50 "GRASS" 21.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.82 1.000 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) 1.23 TOTAL AREA(ACRES) 1.75 PEAK FLOW RATE(CFS) 1.23 END OF STUDY SUMMARY: 1.8 TC(MIN.) 21.09 TOTAL AREA(ACRES) Page 2 N_ 9 Ull d-, j 108602PI.RES EFFEcriVE AREACACRES) 1.75 AREA -AVERAGED FM(INCH/HR)= 0.&2 AREA -AVERAGED Fp(INCH/HR) 0.82 AREA -AVERAGED Ap 1.000 PEAK FLOW RATECCFS) 1.23 END OF RATIONAL METHOD ANALYSIS Page 3 H H 108602P5.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-2006 Advanced Engineering software (aes) ver. 13.1 Release Date: 06/15/2006 License ID 1533 6- Analysis prepared by: OW Thatcher Engineering & Associates, Inc. F'_ 345 5th Street, suite B ka Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY * 108602 DYNAMIC - TRACT 16658 * PRE -DEVELOPMENT DRAINAGE STUDY RAINFALL) FOR DETENTION BASIN * 25 -YEAR STORM ANALYSIS (USING 10 YEAR FILE NAME: 108602PR.DAT TIME/DATE OF STUDY: 17:38 01/16/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 10-00 SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGAR ITH MIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 0.970 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 1.420 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUIR) = 0.9797 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 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FlOW-Depth = 0.00 FEET (TOP -of -Curb) as (maxiMUM Allowable Street Flow Depth) - 2. (Depth)*(Velocity) Constraint = 6.0 (Fr*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE AD3USTMENT 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) 660.00 ELEVATION DATA: UPSTREAM(FEET) 59.50 DOWNSTREAKFEET) 50.00 Page I 108602P5.RES TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.730 * 10 YEAR RAINFALL INTENS1-T-YCINCH/HR) = 2.374 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP SCS GROUP (ACRES) (INCH/HR) (DECIMAL) CN Tc (MIN.) LAND USE RESIDENTIAL 1'2 DWELLINGS/ACRE" A 1.47 0.98 0.700 32 13.73 NATURAL FAIR COVER A 0.84 0.82 1.000 50 "GRASS" 22.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.91 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.809 SUBAREA RUNOFF(CFS) 3.41 TOTAL AREA(ACRES) 2.31 PEAK FLOW RATE(CFS) 3.41 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD -INITIAL SUBAREA ANALYSIS<<<<< FOR INITIAL SUBAREA<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH INITIAL SUBAREA FLOW-LENGTH(FEET) 830-00 UPSTREAM(FEET) = 62.10 DOWNSTREAKFEET) 50.00 ELEVATION DATA: TC = K*[(LENG-rH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 15-009 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.250 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.) RESIDENTIAL 0.95 0.98 0.700 32 "2 DWELLINGS/ACRE" A 15-01 NATURAL FAIR COVER "GRASS" A 3.82 0.82 1.000 50 24.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.84 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.940 SUBAREA RUNOFFCCFS) 6.26 6.26 TOTAL AREA(ACRES) 4.77 PEAK FLOW RATE(CFS FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 21 16 - ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTHCFEET) 660.00 ELEVATION DATA: UPSTREAM(FEET) = 62.10 DOWNSTREAKFEET) 50-00 TC = K*ECLENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 21.085 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.835 SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS AREA Fp Tc DEVELOPMENT TYPE/ SCS SOIL (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) LAND USE GROUP NATURAL FAIR COVER "GRASS" A 1.75 0.82 1.000 50 21.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) 1.60 FS) 1.60 TOTAL AREA(ACRES) 1.75 PEAK FLOW RATE(C END OF STUDY SUMMARY: TOTAL AREA(ACRES) 1.8 TC(MIN.) 21-09 Page 2 FW P H I n L� F p', p 108602P5.RES EFFECTIVE AREA(ACRES) 1.75 AREA -AVERAGED FM(INCH/HR)= 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED AP = 1.000 PEAK FLOW RATE(CFS) 1.60 END OF RATIONAL METHOD ANALYSIS Page 3 108602P3.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-2006 Advanced Engineering Software (aes) ver. 13.1 Release Date: 06/15/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th street, Suite B Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY * 3.08602 DYNAMIC - TRACT 16658 * PRE -DEVELOPMENT DRAINAGE STUDY 100 -YEAR STORM ANALYSIS (USING 25 YEAR RAINFALL) FOR DETENTION BASIN FILE NAME: 108602PR.DAT TIME/DATE OF STUDY: 17:39 01/16/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00 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) 0.970 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 1.420 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1266 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 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET curb) as (maximum Allowable street Flow Depth) -- (TOP -Of - 2. (Depth)*(Velocity) Constraint = 6.0 (FT*Fr/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) 660-00 ELEVATION DATA: UPSTREAM(FEET) 59.50 DOWNSTREAM(FEET) 50.00 Page 1 d F-1- 108602P3.RES TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 ho SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.730 rl * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.729 50.00 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA IFP Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "2 DWELLINGS/ACRE" A 1.47 0.98 0.700 32 13.73 NATURAL FAIR COVER "GRASS" A 0.84 0.82 1.000 50 22.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.91 Pt SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.809 15.01 SUBAREA RUNOFF(CFS) 4.15 24.19 TOTAL AREA(ACRES) = 2.31 PEAK FLOW RATE(CFS) 4.15 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ho >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< rl INITIAL SUBAREA FLOW-LENGTH(FEET) 830-00 ELEVATION DATA: UPSTREAM(FEET) = 62.10 DOWNSTREAM(FEET) 50.00 TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 15.009 * 25 YEAR RAINFALL INTENsrry(INCH/HR) = 2.587 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.) Pt RESIDENTIAL "2 DWELLINGS/ACRE" A 0.95 0.98 0.700 32 15.01 NATURAL FAIR COVER "GRASS" A 3.82 0.82 1.000 50 24.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.84 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.940 SUBAREA RUNOFF(CFS) 7.70 TOTAL AREA(ACRES) 4.77 PEAK FLOW RATE(CFS) 7.70 FLOW PROCESS FROM NODE 3.00 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) 660.00 ELEVATION DATA: UPSTREAM(FEET) = 62.10 DOWNSTREAM(FEET) 50.00 TC = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 21.085 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.110 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 FAIR COVER "GRASS" A 1.75 0.82 1.000 50 21.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fl)(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 1.006 SUBAREA RUNOFF(CFS) 2.03 TOTAL AREA(ACRES) 1.75 PEAK FLOW RATE(CFS) 2.03 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 1.8 TC(MIN.) 21.09 C Page 2 108602P3.RES EFFEcriVE AREA(ACRES) 1.75 AREA -AVERAGED FM(INCH/HR)= 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED AP 1.000 PEAK FLOW RATE(CFS) 2.03 END OF RATIONAL METHOD ANALYSIS 0 op i Page 3 H H, H POST -DEVELOPMENT FLOW CALCULATIONS FOR DETENTION BASIN DESIGN 4 11 H u 0 ®r F1 I108602P2.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO Co. HYDROLOGY CRITERION) (c) copyright 1983-2006 Advanced Engineering Software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th Street, Suite B Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY * 108602 DYNAMIC - TRACT 16658 * POST -DEVELOPMENT DRAINAGE STUDY * 2 -YEAR STORM ANALYSIS FOR DETENTION BASIN FILE NAME: 108602PO-DAT TIME/DATE OF STUDY: 10:55 01/19/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 2.00 SIZE(INCH) 4.00 SPECIFIED MINIMUM PIPE SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* INTENSITY(INCH/HOUR) 0.970 10 -YEAR STORM 60 -MINUTE 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 1.420 COMPUTED RAINFALL INTENSITY DATA: 2.00 1 -HOUR INTENSITY (INCH/HOUR) = 0.6555 STORM EVENT = SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* CURB GUTTER -GEOMETRIES: MANNING HALF- CROWN TO STREET-CROSSFALL: WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE (FT) FACTOR (n) NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) 1 30.0 20.0 0.018/o.018/0.020 0.67 2.00 0. . 0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 0.00 FEET 1. Relative Flow -Depth = as (MaximuM Allowable street Flow Depth) (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*Fr/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* MINIMUM TOPOGRAPHIC SLOPE AD3USTMENT NOT SELECTED *USER-SPECIFIED FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 - IS - CODE 21 ---------- -- ---- - ---------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -LENGT14(FEET) 700.00 INITIAL SUBAREA FLOW STREAMCFEET) UPSTREAMCFEET) 63-80 DOWN 55.80 ELEVATION DATA: Page 1 lo8602P2.RE5 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.073 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.635 SUBAREA Tc AND LOSS RATE DATA(AMC I ): Ap SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.21 1.00 0.500 17 13.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.500 SUBAREA RUNOFF(CFS) = 2.26 2.26 TOTAL AREA(ACRES) = 2.21 PEAK FLOW RATECCFS FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ---- ------- ---- ---- ---- -- ---- ---- -- ---- - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13-07 RAINFALL INTENSITYCINCH/HR) = 1.64 AREA -AVERAGED FM(INCH/HR) = 0.50 AREA -AVERAGED FP(INCH/HR) = 1.00 AREA -AVERAGED AP = 0.50 EFFECTIVE STREAM AREA(ACRES) 2.21 TOTAL STREAM AREA(ACRES) = 2.21 2.26 PEAK FLOW RATE(CFS) AT CONFLUENCE FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 315.00 56-17 ELEVATION DATA: UPSTREAM(FEET) = 60.99 DOWNSTREAKFEET) TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10-089 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.910 SUBAREA TC AND LOSS RATE DATA(AMC I ): SCS SOIL AREA FP Ap SCS Tc DEVELOPMENT TYPE/ MAL) CN (MIN.) LAND USE GROUP (ACRES) (INCH/HR) (DECI RESIDENTIAL "2 DWELLINGS/ACRE" A 0.88 1.00 0.700 17 10-09 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700 SUBAREA RUNOFF(CFS) 0.96 TOTAL AREA(ACRES) 0.88 PEAK FLOW RATE(CFS) 0.96 FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE 82 >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,<<<<< ------- ------- ------- ------- ------------ -->->->>>(AND-COMPUtE-INITIAL-SUaAREA-RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 150.00 ELEVATION DATA: UPSTREAM(FEET) 56.17 DOWNSTREAM (FEET) 55.80 TC = K*[(LENGTH** 3. 00) /(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.593 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.969 Page 2 H FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ---------------------------------------------------------------------------- >>>>>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.) = 10.09 RAINFALL INTENSITY(INCH/HR) = 1.91 AREA -AVERAGED FM(INCH/HR) = 0.64 AREA -AVERAGED FP(INCH/HR) = 1.00 AREA -AVERAGED AP = 0.64 EFFECTIVE STREAM AREA(ACRES) 1.24 TOTAL STREAM AREA(ACRES) = 1.24 1.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 108602P2.RES HEADWATER SUBAREA TC AND LOSS RATE DATA(AMC I ): AREA Fp Ap SCS TC DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWLLLINGS/ACRE" A 0.36 1.00 0.500 17 9.59 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0.500 SUBAREA AREA(ACRES) = 0.36 INITIAL SUBAREA RUNOFF(CFS) 0.48 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: NODE 5.00 MAINLINE TC(MIN) = 10-09 3.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.910 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) 0.46 EFFECTIVE AREA(ACRES) = 1.24 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED FPCINCH/HR) = 1.00 AREA -AVERAGED AP = 0.64 = 1.42 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ---------------------------------------------------------------------------- >>>>>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.) = 10.09 RAINFALL INTENSITY(INCH/HR) = 1.91 AREA -AVERAGED FM(INCH/HR) = 0.64 AREA -AVERAGED FP(INCH/HR) = 1.00 AREA -AVERAGED AP = 0.64 EFFECTIVE STREAM AREA(ACRES) 1.24 TOTAL STREAM AREA(ACRES) = 1.24 1.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** ity FP(FM) Ap Ae STREAM Q Tc Intens, HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) 2.2 NODE 3.00 1 2.26 13.07 1.635 1.00( 0.50) 0.50 2 1.42 10-09 1.910 1.00( 0.64) 0.64 1.2 5.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intens -t Fp(FM) Ap Ae HEADWATER STREAM NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) 2.9 NODE 5.00 1 3.58 10-09 1.910 1.00( 0.56) 0.56 2 3.37 13.07 1.635 1.00( 0.55) 0.55 3.5 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW RATE(CFS) = 3.58 TC(MIN.) 10.09 PEAK EFFECTIVE AREA(ACRES) 2.95 AREA -AVERAGED FM(INCH/HR) = 0.56 AREA -AVERAGED FP(INCH/HR) = 1.00 AREA -AVERAGED AP = 0.56 TOTAL AREA(ACRES) = 3.5 . LONGEST FLOWPATH FROM NODE 3.00 TO NODE 4.00 700.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 82 -->->->->->--A-D-D--S-U-B-A-R-E-A--R-U-N-O-F-F--T-O--M-A-I-N-L-IN--E-,--A-T--M-A-I-N-L-I-N-E--T-C-,-<-<-<-<-< ----------------- >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INrrIAL SUBAREA FLOW-LENGTH(FEET) 150.00 Page 3 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENG-rH (FEET) 345.00 ELEVATION DATA: UPSTREAM(FEET) = 59.50 DOWNSTREAM (FEET) 55.04 Tc = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.822 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.832 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "2 DWELLINGS/ACRE" A 1.28 1.00 0.700 17 10.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0. 700 SUBAREA RUNOFF(CFS) 1.30 TOTAL AREA(ACRES) 1.28 PEAK FLOW RATE(CFS) 1.30 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< Page 4 i 108602P2.RE5 ELEVATION DATA: UPSTREAM(FEET) 55.80 DOWN STREAM (FEET) 52.62 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) 5.000 2 YEAR RAINFALL INTENSI'TY(INCH/HR) 2.911 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.12 1.00 0.100 17 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.12 INITIAL SUBAREA RUNOFF(CFS) 0.30 ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10.09 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.910 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) 0.20 EFFECTIVE AREA(ACRES) = 3.07 AREA -AVERAGED FM(INCH/HR) 0.54 AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED AP = 0.54 TOTAL AREA(ACRES) 3.6 PEAK FLOW RATE(CFS) 3.78 FLOW PROCESS FROM NODE .9.00 TO NODE 9.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10-09 RAINFALL INTENSITY(INCH/HR) = 1.91 AREA -AVERAGED FM(INCH/HR) 0.54 AREA -AVERAGED FP(INCH/HR) 1.00 AREA -AVERAGED Ap = 0.54 EFFECTIVE STREAM AREA(ACRES) 3.07 TOTAL STREAM AREA(ACRES) = 3.57 im PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.78 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENG-rH (FEET) 345.00 ELEVATION DATA: UPSTREAM(FEET) = 59.50 DOWNSTREAM (FEET) 55.04 Tc = K*[(LENGTH** 3. 00)/ (ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.822 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.832 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "2 DWELLINGS/ACRE" A 1.28 1.00 0.700 17 10.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0. 700 SUBAREA RUNOFF(CFS) 1.30 TOTAL AREA(ACRES) 1.28 PEAK FLOW RATE(CFS) 1.30 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< Page 4 i u oli,41 108602P2.RES >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 175-00 ELEVATION DATA: UPSTREAM(FEET) = 55.04 DOWNSTREAM(FEET) 52.62 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.228 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.334 SUBAREA TC AND LOSS RATE DATA(AMC I ): Ap AREA Fp SCS Tc DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.36 1.00 0.500 17 7.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA.FRACTION, Ap = 0.500 FF(CFS) SUBAREA AREACACRES) = 0.36 INITIAL SUBAREA RUNO 0.59 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10.82 INTENSITY(INCH/HR) = 1.832 2 YEAR RAINFALL SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) 0.43 EFFECTIVE AREA(ACRES) = 1.64 AREA -AVERAGED FM(INCH/HR) 0.66 AREA -AVERAGED FP(INCH/HR) = 1.00 AREA -AVERAGED AP = 0.66 FLOW RATE(CFS) 1.74 TOTAL AREA(ACRES) - 1.6 PEAK FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE iNDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM ARE: TIME OF CONCENTRATION(MIN.) 10.82 RAINFALL INTENSITY(INCH/HR) 1.83 AREA -AVERAGED FM(:ENCH/HR) = 0.66 AREA -AVERAGED FP(INCH/HR) = 1.00 AREA -AVERAGED AP = 0.66 EFFECTIVE STREAM AREA(ACRES) 1.64 TOTAL STREAM AREACACRES) = 1.64 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.74 ** CONFLUENCE DATA ** STREAM Q Tc Intensit FP(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) 3.1 NODE 5.00 1 3.78 10-09 1.910 1.00( 0.54) 0.54 1 3.53 13.07 1.635 1-00( 0.54) 0.54 3.6 3.00 2 1.74 10-82 1.832 1.00( 0.66) 0.66 1.6 7.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intens t FP(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/IH&� (INCH/HR) (ACRES) 4.6 NODE 5.00 1 5.50 10.09 1.910 1.00( 0 58� 0.58 2 5.45 10.82 1.832 1.00( 0:58 0.58 4.8 7.00 3 4.98 13.07 1.635 1.00( 0.57) 0.57 5.2 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RATE(CFS) = 5.50 TC(MIN.) 10.09 PEAK FLOW EFFECTIVE AREA(ACRES) 4.59 AREA -AVERAGED FM(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.58 Page 5 oli,41 u TOTAL AREA(ACRES) = 5.2 108602P2.RES LONGEST FLOWPATH FROM NODE 3.00 TO NODE 9.00 700.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 2.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >_>_>_>_>_U_S__IN_G__ -C-O-M-P-U-T-E-R---E-S-T-I-M-A-T-E-D- PIPESIZE_ (NON- PRESSURE- FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 52.62 DOWNSTREAM (FEET) 52.61 FLOW LENGTHCFEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE is 21.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.45 ESTIMATED PIPE DIAMETER(INCH) = 30-00 NUMBER OF PIPES PIPE-FLOW(CFS) = 5.50 PIPE TRAVEL TIME(MIN.) = 0.46 TC(MIN.) = 10.55 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 2.00 740.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 STREAM 1 ARE: CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 10.55 RAINFALL INTENSITY(INCH/HR) = 1.86 AREA -AVERAGED FM(INCH/HR) = 0.58 AREA -AVERAGED FP(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) 4.59 TOTAL STREAM AREA(ACRES) = 5.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.50 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) 785-00 ELEVATION DATA: UPSTREAM(FEET) = 61.50 DOWNSTREAM (FEET) 52.62 TC = K*[(LENGTH** 3. 00) /(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.715 2 YEAR RAINFALL INTENSITY (INCH/HR) = 1.589 SUBAREA TC AND LOSS RATE DATACAMC I ): AP SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp (DECIMAL) CN (MIN.) LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.91 1.00 0.500 17 13.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.500 SUBAREA RUNOFF(CFS) 2.85 TOTAL AREA(ACRES) 2.91 PEAK FLOW RATE(CFS) 2.85 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE --->>->-->>--D-E-S-IG--N-A-T-E--I-N-DEPENDENT-STREAM-FOR-CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 Page 6 L H li u Hal Page 7 108602P2.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13-71 RAINFALL INTENSITY(INCH/HR) = 1.59 AREA -AVERAGED FM(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 2.91 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85 ** CONFLUENCE DATA ** ity Q Tc Intens, FP(FM) Ap Ae HEADWATER STREAM NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.50 10.55 1.860 1.00( 0.58) 0.58 4.6 5.00 1 5.45 11.28 1.787 1.00( 0.58) 0.57) 0.58 0.57 4.8 5.2 7.00 3.00 1 4.98 13.54 1.601 1.00( 2 2.85 13.71 1.589 1.00( 0.50) 0.50 2.9 1.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FOR 2 STREAMS. CONFLUENCE FORMULA USED ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity FP(FM) Ap Ae (ACRES) HEADWATER NODE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 6.8 5.00 1 8.24 10.55 1.860 8.22 11.28 1.787 1.00( 0.55) 1.00C 0.55) 0.55 0.55 7.2 7.00 2 3 7.83 13.54 1.601 1.00( 0.55) 0.55 8.1 3.00 4 7.77 13.71 1.589 1.00( 0.55) 0.55 8.1 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RATE(CFS) = 8.24 TC(MIN.) 10.55 PEAK FLOW EFFECTIVE AREA(ACRES) 6.83 AREA -AVERAGED FM(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED AP = 0.55 TOTAL AREA(ACRES) = 8.1 1.00 TO NODE LONGEST FLOWPATH FROM NODE 2.00 785.00 FEET. END OF STUDY SUMMARY: TOTAL A,REACACRES) 8.1 TC(MIN.) 10.55 EFFECTIVE AREACACRES) 6.83 AREA -AVERAGED FM(INCH/HR)= 0.55 AREA -AVERAGED FP(INCH/HR) = 1.00 AREA -AVERAGED AP = 0.554 PEAK FLOW RATE(CFS) 8.24 PEAK FLOW RATE TABLE ** Q Tc Intensl m) AP Ae HEADWATER STREAM Ht NUMBER (CFS) CMIN.) CINCH/ g (IFPCF NCH/HR) (ACRES) 6.8 NODE 5.00 1 8.24 10.55 1.860 2 8.22 3.1.28 1.787 1.00C 0.55) 1-00C 0.55) 0.55 0.55 7.2 7.00 3 7.83 13.54 1.601 1.00C 0.55) 0.55 8.1 8.1 3.00 1.00 4 7.77 13.71 1.589 1-OOC 0,55) 0.55 END OF RATIONAL METHOD ANALYSIS li u Hal Page 7 H I108602PI.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-2006 Advanced Engineering software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th Street , Suite B Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY 108602 DYNAMIC - TRACT 16658 POST -DEVELOPMENT DRAINAGE STUDY 10 -YEAR STORM ANALYSIS FOR DETENTION BASIN FILE NAME: 108602PO.DAT TIME/DATE OF STUDY: 10:56 01/19/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00 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) 0.970 100 -YEAR STORM 60 -MINUTE INTENSrrY(INCH/HOUR) 1.420 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) = 0.9797 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 6.03-13 6.1-67 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*F-r/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 3.00 TO NODE 4.00 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) 63.80 DOWNSTREAM(FEET) 55.80 Page 1 H 108602pl.RES TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.073 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.444 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.21 0.98 0.500 32 13.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, FpCINCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 3.89 TOTAL AREACACRES) 2.21 PEAK FLOW RATE(CFS) 3.89 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ----------- ------ --- --------------- -------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN..) = 13.07 RAINFALL INTENSITY(INCH/HR) = 2.44 AREA -AVERAGED FM(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.50 EFFECTIVE STREAM AREACACRES) 2.21 TOTAL STREAM AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.89 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE 21 ------ ------- ------- ------------- ------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 315.00 56.17 ELEVATION DATA: UPSTREAM(FEET) = 60.99 DOWNSTREAM(FEET) TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.089 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.855 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN Tc (MIN.) RESIDENTIAL "2 DWELLINGS/ACRE" A 0.88 0.98 0.700 32 10.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700 SUBAREA RUNOFF(CFS) 1.72 TOTAL AREA(ACRES) 0.88 PEAK FLOW RATE(CFS) 1.72 FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 82 --------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 150-00 ELEVATION DATA: UPSTREAM(FEET) = 56.17 DOWNSTREAKFEET) 55.80 TC = K*[(LENGTH** 3. 00) /(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.593 10 YEAR RAINFALL INTENSi-ry(INCH/HR) = 2.943 Page 2 u 108602PI-RES 1 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.36 0.98 0.500 32 9.59 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.36 INITIAL SUBAREA RUNOFF(CFS) 0.80 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10-09 * 10 YEAR RAINFALL INTENSM(INCH/HR) = 2.855 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) 0.77 EFFECTIVE AREA(ACRES) = 1.24 AREA -AVERAGED FM(INCH/HR) = 0.63 AREA -AVERAGED FPCINCH/HR) = 0.97 AREA -AVERAGED AP = 0.64 STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.49 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 10-09 RAINFALL INTENSITY(INCH/HR) = 2.86 AREA -AVERAGED FMCINCH/HR) = 0.63 AREA -AVERAGED FP(INCH/HR) = 0.97 AREA -AVERAGED AP = 0.64 EFFECrIVE STREAM AREACACRES) 1.24 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.49 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.89 13.07 2.444 0.98( 0.49 0.50 2.2 3.00 2 2.49 10-09 2.855 0.97( 0.63� 0.64 1.2 5.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM q Tc Intensity FIP(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.12 10.09 2.855 0.97( 0.55) 0.56 2.9 5.00 2 5.92 13.07 2.444 0.97( 0.54) 0.55 3.5 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.12 TC(MIN.) 10.09 EFFECTIVE AREACACRES) = 2.95 AREA -AVERAGED FM(INCH/HR) = 0.55 AREA -AVERAGED FP(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.56 TOTAL AREA(ACRES) = 3.5 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 4.00 700.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 82 __>>>>>ADD_SUBAREA_RUNOFF_ TO - MAINLINE, - AT- MAINLINE - Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 150.00 Page 3 H11 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE -------------- ----------- ------ --- --------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10-09 RAINFALL INTENSITY(INCH/HR) = 2.86 AREA -AVERAGED FM(INCH/HR) = 0.53 AREA -AVERAGED FP(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.54 EFFECTIVE STREAM AREA(ACRES) 3.07 TOTAL STREAM AREA(ACRES) = 3.57 PEAK FLOW RATECCFS) AT CONFLUENCE 6.42 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE 21 ------------- ------ ------- ------- ------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 345-00 ELEVATION DATA: UPSTREAM(FEET) = 59.50 DOWNSTREAMCFEET) 55.04 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.822 * 10 YEAR RAINFALL INTENsrry(INCH/HR) = 2.738 SUBAREA TC AND LOSS RATE DATA(AMC II): AP SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "Z DWELLINGS/ACRE" A 1.28 0.98 0.700 32 10.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Flp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700 SUBAREA RUNOFF(CFS) 2.37 TOTAL AREA(ACRES) 1.28 PEAK FLOW RATE(CFS) 2.37 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,,*4<,rX Page 4 J� 108602Pl.RES ELEVATION DATA: UPSTREAMCFEET) = 55.80 DOWNSTREAMCFEET) 52.62 TC = K*[CLENGTH** 3.00)/CELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TCCMIN.) = 5.000 4.351 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 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 0.12 0.98 0.100 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.12 INITIAL SUBAREA RUNOFF(CFS) 0.46 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10-09 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.855 SUBAREA AREACACRES) = 0.12 SUBAREA RUNOFF(CFS) 0.30 EFFECTIVE AREA(ACRES) 3.07 AREA -AVERAGED FMCINCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.54 TOTAL AREA(ACRES) _- 3.6 PEAK FLOW RATE(CFS) = 6.42 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE -------------- ----------- ------ --- --------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10-09 RAINFALL INTENSITY(INCH/HR) = 2.86 AREA -AVERAGED FM(INCH/HR) = 0.53 AREA -AVERAGED FP(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.54 EFFECTIVE STREAM AREA(ACRES) 3.07 TOTAL STREAM AREA(ACRES) = 3.57 PEAK FLOW RATECCFS) AT CONFLUENCE 6.42 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE 21 ------------- ------ ------- ------- ------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 345-00 ELEVATION DATA: UPSTREAM(FEET) = 59.50 DOWNSTREAMCFEET) 55.04 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.822 * 10 YEAR RAINFALL INTENsrry(INCH/HR) = 2.738 SUBAREA TC AND LOSS RATE DATA(AMC II): AP SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "Z DWELLINGS/ACRE" A 1.28 0.98 0.700 32 10.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Flp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700 SUBAREA RUNOFF(CFS) 2.37 TOTAL AREA(ACRES) 1.28 PEAK FLOW RATE(CFS) 2.37 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,,*4<,rX Page 4 J� u d 108602PI.RES >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 175.00 ELEVATION DATA: UP5TREAM(FEET) = 55.04 DOWNSTREAKFEET 52.62 TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.228 INTENsrry(INCH/HR) = 3.488 * 10 YEAR RAINFALL SUBAREA TC AND L05S RATE DATA(AMC II): AP Fp SCS Tc DEVELOPMENT TYPE/ 5CS SOIL AREA GROUP (ACRES) CINCH/HR) (DECIMA Q CN (MIN.) LAND USE RESIDENTIAL GS/ACRE" A 0.36 0.98 0.500 "5-7 DWELLIN 32 7.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fl)(INCH/HR) = 0.97 0.500 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = SUBAREA AREA(ACRES) = 0.36 INITIAL SUBAREA RUNOFF(C FS) 0.97 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10.82 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.738 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) 0.73 FM(INCH/HR) 0.64 EFFECTIVE AREA(ACRES) 1.64 AREA -AVERAGED 0.66 AREA -AVERAGED FP(INCH/HR) = 0.98 AREA -AVERAGED AP = 1.6 PEAK FLOW RATE(CFS) 3.10 TOTAL AREA(ACRES) FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< L NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.82 RAINFALL INTENSITY(INCH/HR) = 2.74 AREA -AVERAGED WINIt-H/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.66 1.64 EFFECTIVE STREAM AREACACRES) TOTAL STREAM AREA(ACRES) 1.64 AT CONFLUENCE 3.10 PEAK FLOW RATE(CFS) CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap Ae (ACRES) HEADWATER NODE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 10-09 2.855 0.98( 0 53) 0.54 3.1 5.00 1 6.42 1 6.17 13.07 2.444 0-98( 0:52) 0.54 3.6 1.6 3.00 7.00 2 3.10 10.82 2.738 0.98C 0.64) 0.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS, ** PEAK FLOW RATE TABLE ** TC Intensi t Fp(FM) Ap Ae HEADWATER STREAM Q NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) 4.6 NODE 5.00 1 9.47 10-09 2.855 0.98( 10.57) 0.58 9.46 10.82 2.738 0.98( 0 57) 0.58 4.8 7.00 2 3 8.84 13.07 2.444 0.98( 0:56) 0.57 5.2 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: = 9.47 TC(MIN.) = 10.09 PEAK FLOW RATE(CFS) 57 EFFECTIVE AREA(ACRES) 4.59 AREA -AVERAGED FM(INCH/HR) = 0. AREA -AVERAGED FP(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.58 Page 5 d TOTAL AREACACRES) = 5.2 108602Pl.RES 9.00 700.00 FEET. LONGEST FLOWPATH FROM NODE 3.00 TO NODE FLOW PROCESS FROM NODE 9.00 TO NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 52.62 DOWNSTREAKFEET) 52.61 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE 15 27.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.65 ESTIMATED PIPE DIAMETER(INCH) = 36-00 NUMBER OF PIPES PIPE-FLOWCCFS) = 9.47 TC(MIN.) = 10.49 PIPE TRAVEL TIME(MIN.) = 0.40 2.00 740.00 FEET. LONGEST FLOWPATH FROM NODE 3.00 TO NODE FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE ---------------------------------------------------------------------- ----- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 10.49 RAINFALL INTENSITY(INCH/HR) = 2.79 AREA -AVERAGED FMCINCH/HR) = 0.57 AREA -AVERAGED FpCINCH/HR) = 0.98 AREA -AVERAGED Ap = 0.58 EFFECI VE STREAM AREA(ACRES) 4.59 TOTAL STREAM AREA(ACRES) = 5.21 - 9.47 PEAK FLOW RATE(CFS) AT CONFLUENCE 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) 785.00 ELEVATION DATA: UPSTREAMCFEET) = 61.50 DoWNSTREAM(FEET) 52.62 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.715 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.375 SUBAREA Tc AND LOSS RATE DATA(AMC II): Fp AP SCS TC DEVELOPMENT TYPE/ SCS SOIL AREA CINCH/HR) (DECIMAL) CN (MIN.) LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.91 0.98 0.500 32 13.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0-500 SUBAREA RUNOFF(CFS) 4.94 PEAK FLOW RATE(CFS) 4.94 TOTAL AREACACRES) 2.91 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE -->->->->-->-D-E-S-I-G-N-A-T-E--I-N-D-E-P-E-N-D-E-N-T--S-T-R-E-A-M--F-O-R--C-0-N-F-L-U-E-N-C-E-<-<-<-<-< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 Page 6 F�l I w__ h Page 7 108602PI.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 13.71 RAINFALL INTENSITYCINCH/HR) = 2.38 AREA -AVERAGED FMCINCH/HR) = 0.49 AREA -AVERAGED FPCINCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREACACRES) 2.91 2.91 TOTAL STREAM AREACACRES) = PEAK FLOW RATECCFS) AT CONFLUENCE = 4.94 ** CONFLUENCE DATA ** ity STREAM Q TC Intens' FpCFM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) 4,.6 NODE 5.00 1 9.47 10.49 2.789 0.98( 0.57) 0.58 1 9.46 11.23 2.678 0.98( 0.57) 0.58 4.8 7.00 1 8.84 13.48 2.400 0.98( 0.56) 0.57 5.2 3.00 2 4.94 13.71 2.375 0.98( 0.49) 0.50 2.9 1.00 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) 6.8 NODE 5.00 1 14.08 10.49 2.789 2 14.15 11.23 2.678 0.98( 0.54) 0-98( 0.54) 0.55 0.55 7.2 7.00 3 13.76 13.48 2.400 0.98( 0.53) 0.55 8.1 3.00 4 13.66 13.71 2.375 0.98( 0.53) 0.55 8.1 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RATE(CFS) = 14.15 TC(MIN.) 11.23 PEAK FLOW EFFECTIVE AREA(ACRES) 7.21 AREA -AVERAGED FM(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED AP = 0.55 TOTAL AREA(ACRES) = 8 . 1 1.00 TO NODE LONGEST FLOWPATH FROM NODE 2.00 785.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 8.1 TC(MIN.) 11.23 EFFECTIVE AREACACRES) 7.21 AREA -AVERAGED FM(INCH/HR)= 0.54 AREA -AVERAGED FPCINCH/HR) = 0.97 AREA -AVERAGED AP = 0.553 PEAK FLOW RATECCFS) 14.15 ** PEAK*FLOW RATE TABLE ** Q TC Intensit FPCFM) AP Ae HEADWATER STREAM NUMBER CCFS) CMIN.) CINCH/HR� CINCH/HR) CACRES) 6.8 NODE 5.00 1 14.08 10.49 2.789 2 14.15 11.23 2.678 0.98C 0.54) 0-98C 0.54) 0.55 0.55 7.2 7.00 3 13.76 13.48 2.400 0.98C 0.53) 0.55 8.1 3.00 4 13.66 13.71 2.375 0.98C 0.53) 0.55 8.1 1.00 END OF RATIONAL METHOD ANALYSIS I w__ h Page 7 h 108602PO.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-2006 Advanced Engineering software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th Street, SUite 8 Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY 108602 DYNAMIC - TRACT 16658 POST -DEVELOPMENT DRAINAGE STUDY 100 -YEAR STORM ANALYSIS FILE NAME: 108602PO.DAT TIME/DATE OF STUDY: 13:40 09/20/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00 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) 0.970 L . d 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 1.420 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY (INCH/HOUR) = 1.4200 SLOPE OF INTENSITY DURATION CURVE = 0.6000 6 *ANTECEDENT MOISTURE CONDITION (AMC) III 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 T.0_0 0.0313 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 3.00 TO NODE 4.00 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) 63.80 DOWNSTREAKFEET) 55.80 Page 1 Htl_ H111 �_l 108602PO.RES TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.073 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.543 -3 SUBAREA TC AND LOSS RATE DATA(AMC III): AP SCS DEVELOPMENT TYPE/ SCS SOIL AREA FP Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) in RESIDENTIAL 2.21 0.80 0.500 52 "5-7 DWELLINGSACRE" A 13.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 pill t� SUBAREA RUNOFF(CFS) 6.25 TOTAL AREA(ACRES) 2.21 PEAK FLOW RATE(CFS) 6.25 pill FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS - CODE ---------- ------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: vo TIME OF CONCENTRATION(MIN.) = 13.07 RAINFALL INTENSITY(INCH/HR) = 3.54 AREA -AVERAGED FM(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 2.21 TOTAL STREAM AREA(ACRES) = 2.21 6.25 PEAK FLOW RATE(CFS) AT CONFLUENCE FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE ft 21 -------------------------- ------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<-<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 315.00 UPSTREAM(FEET) 6 0.99 DOWNSTREAKFEET) 56.17 bw ELEVATION DATA: TC = K*E(LENM** 3.00)/(ELEVATION CHANGE)l**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN. 10-089 * 100 YEAR RAINFALL INTENSITY(INICH/HRi 4.139 SUBAREA TC AND LOSS RATE DATA(AMC III): jlkp SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL go 0.88 0.80 0.700 52 "2 DWELLINGS/ACRE A 10-09 SUBAREA AVERAGE PERVIOUS LOSS RATE, F, p(INCH/HR) = 0.80 0.700 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = SUBAREA RUNOFF(CFS) 2.84 TOTAL AREA(ACRES) 0.88 PEAK FLOW RATE(CFS) 2.84 FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 82 -------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< - INITIAL SUBAREA FLOW-LENGTHICFEET) 150-00 STREAM(FEET) UPSTREAM(FEET) = 56.17 DOWN 55.80 ELEVATION DATA: CHANGE)]**0.20 TC = K*[(LENGTH** 3.00)/(ELEVATION SUBAREA ANALYSIS USED MINIMUM TC(MIN ) = 9.593 100 YEAR RAINFALL INTENSITY(INCH/Hi) = 4.266 Page 2 �_l FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE --------------- -------------------------------------------------- --------- >>>>>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.) = 10-09 RAINFALL INTENSITY(INCH/HR) = 4.14 AREA -AVERAGED FM :NCH/HR) = 0.51 6 AREA -AVERAGED Fpp�IINCH/HR) = 0.80 AREA -AVERAGED AP = 0.64 EFFECTIVE STREAM AREA(ACRES) 1.24 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05 ** CONFLUENCE DATA ** FR STREAM Q Tc Inte Sl t Fp(FM) AP Ae HEADWATER L NUMBER (CFS) (MIN.) (INN/HR� (INCH/HR) (ACRES) NODE 1 6.25 13.07 3.543 0.80( 0.40) 0.50 2.2 3.00 2 4.05 10-09 4.139 0.80( 0.51) 0 . 64 1.2 5.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCP_ FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE HEADWATER STREAM Q TC Intens -i t FP(FM) Ap Ae NUMBER (CFS) (MIN.) (INCHMR� CINCH/HR) (ACRES) NODE 1 9.79 10-09 4.139 0.80( 0.45) 0.56 2.9 5 . 00 RR 2 9.64 13.07 3.543 0.80( 0.44) 0.55 3.5 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.79 Tc(MIN.) 10.09 EFFECTIVE AREA(ACRES) 2.95 AREA -AVERAGED Ftn(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 3.5 700.00 FEET. LONGEST FLOWPATH FROM NODE 3.00 TO NODE 4.00 FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 150.00 Page 3 108602PO-RES SUBAREA TC AND LOSS RATE DATACAMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 115-7 DWELLINGS/ACRE" A 0.36 0.80 0.500 52 9.59 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.36 INITIAL SUBAREA RUNOFF(CFS) 1.25 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.139 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) 1.21 EFFECTIVE AREA(ACRES) = 1.24 AREA -AVERAGED FM(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.64 TOTAL AREA(ACRES) 1.2 PEAK FLOW RATE(CFS) 4.05 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE --------------- -------------------------------------------------- --------- >>>>>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.) = 10-09 RAINFALL INTENSITY(INCH/HR) = 4.14 AREA -AVERAGED FM :NCH/HR) = 0.51 6 AREA -AVERAGED Fpp�IINCH/HR) = 0.80 AREA -AVERAGED AP = 0.64 EFFECTIVE STREAM AREA(ACRES) 1.24 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05 ** CONFLUENCE DATA ** FR STREAM Q Tc Inte Sl t Fp(FM) AP Ae HEADWATER L NUMBER (CFS) (MIN.) (INN/HR� (INCH/HR) (ACRES) NODE 1 6.25 13.07 3.543 0.80( 0.40) 0.50 2.2 3.00 2 4.05 10-09 4.139 0.80( 0.51) 0 . 64 1.2 5.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCP_ FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE HEADWATER STREAM Q TC Intens -i t FP(FM) Ap Ae NUMBER (CFS) (MIN.) (INCHMR� CINCH/HR) (ACRES) NODE 1 9.79 10-09 4.139 0.80( 0.45) 0.56 2.9 5 . 00 RR 2 9.64 13.07 3.543 0.80( 0.44) 0.55 3.5 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.79 Tc(MIN.) 10.09 EFFECTIVE AREA(ACRES) 2.95 AREA -AVERAGED Ftn(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 3.5 700.00 FEET. LONGEST FLOWPATH FROM NODE 3.00 TO NODE 4.00 FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 150.00 Page 3 p FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10-09 RAINFALL INTENSITY(INCH/HR) = 3.28 AREA -AVERAGED FMCINCH/HR) = 0.53 AREA-AVERAGEI) Fp(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.54 EFFECTIVE STREAM AREA(ACRES) 3.07 TOTAL STREAM AREA(ACRES) = 3.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.60 108602P5.RES ELEVATION DATA: UPSTREAM(FEET) 55.80 DOWNSTREAM (FEET) 52.62 TC = K*E(LENGTH** 3. 00) /(ELEVATION CHANGE)]**0.20 55.04 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY (INCH/HR) = 5.004 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 0.12 0.98 0.100 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 10.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREACACRES) 0.12 INITIAL SUBAREA RUNOFF(CFS) 0.53 SUBAREA RUNOFF(CFS) 2.84 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10-09 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 82 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.284 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,<<<<< SUBAREA AREACACRES) = 0.12 SUBAREA RUNOFF(CFS) 0.34 EFFECTIVE AREA(ACRES) = 3.07 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED FP(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 7.60 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10-09 RAINFALL INTENSITY(INCH/HR) = 3.28 AREA -AVERAGED FMCINCH/HR) = 0.53 AREA-AVERAGEI) Fp(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.54 EFFECTIVE STREAM AREA(ACRES) 3.07 TOTAL STREAM AREA(ACRES) = 3.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.60 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEE-r) = 345.00 ELEVATION DATA: UPSTREAMCFEET) = 59.50 DOWNSTREAM (FEET) 55.04 TC = K*[(LENGTH** 3. 00) /(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.822 * 25 YEAR RAINFALL INTENSITY (INCH/HR) = 3.148 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.) RESIDENTIAL "2 DWELLINGS/ACRE" A 1.28 0.98 0.700 32 10.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700 SUBAREA RUNOFF(CFS) 2.84 TOTAL AREA(ACRES) 1.28 PEAK FLOW RATE(CFS) 2.84 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,<<<<< Page 4 P, 108602P5.RES >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENCTH(FEET) 175.00 ELEVATION DATA: UPSTREAM(FEET) = 55.04 DOWNSTREAKFEET) 52-62 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.228 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.011 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP SCS Tc iiA, LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.36 0.98 0.500 32 7.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) 0.36 INITIAL SUBAREA RUNO it FF(CFS) 1.14 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10.82 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.148 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) 0.86 EFFECTIVE AREA(ACRES) = 1.64 AREA -AVERAGED FM(INCH/HR) = 0.64 AREA -AVERAGED FP(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.66 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 3.70 fol FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE iks---------------------------------------------------------------------------- >>>>>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.) = 10.82 RAINFALL INTENSITY(INCH/HR) = 3.15 L AREA -AVERAGED FM(INCH/HR) = 0.64 AREA -AVERAGED FPCINCH/HR) = 0.98 AREA -AVERAGED AP = 0.66 REA(ACRES) 1.64 EFFECTIVE STREAM A 6 TOTAL STREAM AREA(ACRES) 1.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.70 H ** CONFLUENCE DATA ** STREAM Q Tc Intensity FP(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.60 10-09 3.284 0.98( 0.53) 0.54 3.1 5.00 1 7.35 13.07 2.811 0.98( 0.52) 0.54 3.6 3.00 2 3.70 10.82 3.148 0.98( 0.64) 0.66 1.6 7.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Flp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.24 10.09 3.284 0.98( 0.57) 0.58 4.6 5.00 2 11.24 10.82 3.148 0.98( 0.57) 0.58 4.8 7.00 3 10.56 13.07 2.811 0.98( 0.56) 0.57 5.2 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.24 TC(MIN.) 10.82 EFFECTIVE AREA(ACRES) 4.83 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.58 Page 5 H H TOTAL AREA(ACRES) = 5.2 108602P5.RES 700.00 FEET. LONGEST FLOWPATH FROM NODE 3.00 TO NODE 9.00 FLOW PROCESS FROM NODE 9.00 TO NODE 2.00 IS CODE = 31 -------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMCFEET) 52.62 DOWNSTREAM (FEET) 52.61 OR FLOW LENGTH(FEET) = 40-00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.73 ESTIMATED PIPE DIAMETER(INCH) = 39-00 NUMBER OF PIPES PIPE-FLOW(CFS) = 11.24 PIPE TRAVEL TIME(MIN.) = 0 . 38 Tc(MIN.) = 11.21 740.00 FEET. LONGEST FLOWPATH FROM NODE 3.00 TO NODE 2.00 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.21 RAINFALL INTENSITY(INCH/HR) = 3.08 AREA -AVERAGED FM(INCH/HR) = 0.57 AREA -AVERAGED FP(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.58 EFFECTIVE STREAM AREA(ACRES) 4.83 TOTAL STREAM AREA(ACRES) 5.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.24 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 --------- ------------------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SUBAREA<< p" >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL INITIAL SUBAREA FLOW-LENGTH(FEET) 785-00 ELEVATION DATA: UPSTREAM(FEET) = 61.50 DOWNSTREAM C FEET) 52.62 TC = K*E(LENGTH** 3. 00) /(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.715 * 25 YEAR RAINFALL INTENsrry(INCH/HR) = 2.731 SUBAREA TC AND LOSS RATE DATA(AMC II): AP SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp Q CN (MIN.) LAND USE GROUP (ACRES) (INCH/HR) (DECIMA RESIDENTIAL 5-7 DWELLINGS/ACRE" A 2.91 0.98 0.500 32 13.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 00 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.5 SUBAREA RUNOFF(CFS) 5.88 TOTAL AREA(ACRES) 2.91 PEAK FLOW RATE(CFS) 5.88 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 Page 6 H H 109602P5.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.71 RAINFALL INTENSITY(INCH/HR) = 2.73 AREA -AVERAGED FM(INICH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 2.91 TOTAL STREAM AREA(ACRES) = 2.91 5.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = a I -A ** CONFLUENCE DATA ** STREAM Q TC Intens FP(FM) Ap Ae HEADWATER ig it NUMBER (CFS) (MIN.) (INCH/HR� 3.211 (INCH/HR) 0.98( 0.57) 0.58 (ACRES) 4.6 NODE 5.00 1 11.24 10.47 11.24 11.21 3.083 0.98( 0.57) 0.58 4.8 5.2 7.00 3.00 10.56 13.46 5.88 13.71 2.762 2.731 0-98( 0.56) 0.98( 0.49) 0.57 0.50 2.9 1.00 2 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE it Q TC Intensi FP(Fm) Ap Ae HEADWATER STREAM (CFS) (MIN.) (INCH/Hg NUMBER 3.211 (INCH/HR) 0.97( 0 54) 0.55 (ACRES) 6.8 NODE 5.00 1 16.69 10.47 2 16.80 11.21 3.083 0.97( 0:54) 0.55 7.2 8.1 7.00 3.00 ow 1" 3 16.40 13.46 16.29 13.71 2.762 2.731 0-98( 0 . 53) 0.98( 0.53) 0.55 0.55 8.1 1.00 is 4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RATE(CFS) = 16.80 TC(MIN.) 11.21 1p PEAK FLOW EFFECTIVE AREA(ACRES,) = 7.21 AREA -AVERAGED FM(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED AP = 0.55 TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 8.1 1.00 TO NODE 2.00 785.00 FEET. - END OF STUDY SUMMARY: = TOTAL AREA(ACRES) 8.1 TC(MIN.) 11.21 FM(INCH/HR)= 0.54 EFFECTIVE AREA(ACRES) = 7.21 AREA -AVERAGED AREA -AVERAGED AP = 0.553 AREA -AVERAGED Fp(INCH/HR) = 0.97 PEAK FLOW RATE(CFS) 16.80 PEAK FLOW RATE TABLE ** Q TC Intep t FP(FM) AP Ae HEADWATER STREAM NUMBER (CIFS) (MIN.) (INC HR� (INCH/HR) 0.971C 0.54) 0.55 (ACRES) 6.8 NODE 5.00 1 16.69 10.47 2 16.80 11.21 3.211 3.083 0.97( 0.54) 0.55 7.2 7.00 3 16.40 13.46 13.71 2.762 2.731 0 98( 0.53) 0:98( 0.53) 0.55 0.55 8.1 8.1 3.00 1.00 4 16.29 END OF RATIONAL METHOD ANALYSIS H H Page 7 H 108602PO.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY.CRITERION) (c) copyright 1983-2006 Advanced Engineering software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th Street, Suite B Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY 108602 DYNAMIC - TRACT 16658 POST -DEVELOPMENT DRAINAGE STUDY 100 -YEAR STORM ANALYSIS FOR DETENTION BASIN FILE NAME: 108602PO.DAT TIME/DATE OF STUDY: 10:57 01/19/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: __*TIME -OF -CONCENTRATION MODEL* -- op io USER SPECIFIED STORM EVENT(YEAR) 100-00 it SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 W *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 0.970 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 1.420 COMPUTED RAINFALL INTENSITY DATA: 0 STORM EVENT = 100-00 1 -HOUR INTENSITY(INCH/HOUR) = 1.4200 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) III 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) 4% 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 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 AD3USTMENT NOT SELECTED FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 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) 63.80 DOWNSTREAM(FEET) 55.80 Page 1 d 108602PO.RES TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.073 *100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.543 SUBAREA TC AND LOSS RATE DATACAMC III): SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '5-7 DWELLINGS/ACRE" A 2.21 0.80 0.500 52 13.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.500 SUBAREA RUINOFF(CFS) 6.25 TOTAL AREACACRES) = 2.21 PEAK FLOW RATE(CFS) 6.25 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 C -0 -N -FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.07 RAINFALL INTENSITY(INCH/HR) = 3.54 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED AP = 0.50 EFFECTIVE STREAM AREA(ACRES) 2.21 TOTAL STREAM AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.25. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 15 CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 315-00 ELEVATION DATA: UPSTREAM(FEET) = 60.99 DOWNSTREAM(FEET) 56.17 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.089 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.139 SUBAREA TC AND LOSS RATE DATA(AMC III): Ap SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) CDECIMAL) CN (MIN.) RESIDENTIAL "2 DWELLINGS/ACRE" A 0.88 0.80 0.700 52 10-09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION� Ap = 0.700 SUBAREA RUNOFF(CFS) 2.84 TOTAL AREACACRES) = 0.88 PEAK FLOW RATE(CFS) 2.84 FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA F -LENGTH(FEET) 150-00 EAM(FEET) 55.80 ELEVATION DATA: UPSTREAM(FEET) =. 56.17 DOWNSTR TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN-) = 9.593 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.266 Page 2 E 108602PO.RES SUBAREA Tc AND LOSS RATE DATA(AMC III): Fp AP SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 0.36 0.80 0.500 52 9.59 "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp,(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 FF(CFS) 1.25 SUBAREA AREA(ACRES) = 0.36 INITIAL SUBAREA RUNO ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10-09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.139 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) 1.21 EFFECTIVE AREA(ACRES) 1.24 AREA -AVERAGED FM(INCH/HR) 0.51 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED AP = 0.64 TOTAL AREA(ACRES) 1.2 PEAK FLOW RATECCFS) 4.05 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 STREAM 2 ARE: CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 10-09 RAINFALL INTENSITY . (INCH/HR) = 4.14 AREA -AVERAGED FM(INCH/HR) = 0.51 AREA -AVERAGED FPCINCH/HR) = 0.80 AREA -AVERAGED AP = 0.64 EFFECTIVE STREAM AREA(ACRES) 1.24 TOTAL STREAM AREA(ACRES) = 1.24 4.05 PEAK FLOW RATE(CFS) AT CONFLUENCE ** CONFLUENCE DATA ** STREAM Q TC Intens"it Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) CACRES) NODE 1 6.25 13.07 3.543 0.80( 0.40) 0.50 2.2 3.00 2 4.05 10-09 4.139 0.80( 0.51) 0.64 1.2 5.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUIENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** p(FM) AP Ae HEADWATER STREAM Q Tc Intensit g ( F, NUMBER (CFS) (MIN.) (INCH/H INCH/HR) (ACRES) NODE 1 9.79 10.09 4.139 0.80( 0 45) 0.56 2.9 5.00 2 9.64 13.07 3.543 0.80( 0:44) 0.55 3.5 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.79 TC(MIN.) 10.09 EFFECTIVE AREA(ACRES) 2.95 AREA -AVERAGED FM(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED AP = 0.56 TOTAL AREA(ACRES) = 3.5 3.00 To NODE 4.00 700.00 FEET. LONGEST FLOWPATH FROM NODE FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 82 >>>>>ADD - SUBAREA- RUNOFF - TO - MAINLINE, AT MAINLINE TC,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 150.00 Page 3 d 108602PO.RES STREAM(FEET) 52.62 ELEVATION DATA: UPSTREAM(FEET) = 55.80 DOWN TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000 * 100 YEAR RAINFALL INTENS ITY (INCH/HR) = 6.307 SUBAREA TC AND LOSS RATE DATA(AMC III): Ap SCS TC DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.12 0.80 0.100 52 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fpi(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION , AP = 0.100 SUBAREA AREA(ACRES) 0.12 INITIAL SUBAREA RUINOFF(CFS) 0.67 ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10-09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.139 'FCCFS) 0.44 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOF EFFECTIVE AREA(ACRES) = 3.07 AREA -AVERAGED FM(INCH/HR) 0.43 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED AP = 0.54 TOTAL AREA(ACRES) - 3.6 PEAK F�OW RATE(CFS) 10.23 FLOW PROCESS FROM NODE 9.00 -TO NODE 9.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<-<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRXTION(MIN.) = 10-09 RAINFALL INTENSITY(INCH/HR) = 4.14 AREA -AVERAGED FMCINCH/HR) = 0.43 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED AP = 0.54 EFFECTIVE STREAM AREA(ACRES) 3.07 TOTAL STREAM AREA(ACRES) = 3.57 PEAK FLOW RATE(CFS) AT CONFLUENCE 10.23 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE 21 ------------ --------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 345.00 ELEVATION DATA: UPSTREAM(FEET) = 59.50 DOWNSTREAM (FEET) 55.04 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.822 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.968 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL '12 DWELLINGS/ACRE" A 1.28 0.80 0.700 52 10.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, FpCINCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.700 SUBAREA RUNOFF(CFS) 3.93 TOTAL AREA(ACRES) 1.28 PEAK FLOW RATE(CFS) 3.93 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,<<<<< Page 4 H FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE >>>>>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.) = 10.82 RAINFALL INTENSITY(INCH/HR) = 3.97 AREA -AVERAGED FM(INCH/HR) = 0.52 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.66 EFFECTIVE STREAM AREA(ACRES) 1.64 TOTAL STREAM AREA(ACRES) = 1.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.09 108602PO.RES Intens t Fp(FM) >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< Ae (ACRES) HEADWATER NODE INITIAL SUBAREA FLOW-LENGTH(FEET) 175-00 NUMBER (CFS) (MIN.) (INCH/HR� ELEVATION DATA: UPSTREAM(FEET) = 55.04 DOWNSTREAKFEET) 52-62 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 1 10.23 10.09 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.228 0-80( 0.43) 0.54 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.056 5.00 SUBAREA TC AND LOSS RATE DATA(AMC III): 3.543 0.80( 0.43) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 3.00 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) V RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.36 0.80 0.500 52 7.23 1.6 SUBAREA AVERAGE PERVIOUS LOSS RATE, Flp(INCH/HR) = 0.80 RAINFALL INTENSITY AND TIME SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.36 INITIAL SUBAREA RUNOFF(CFS) 1.51 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: OF MAINLINE TC(MIN) = 10.82 IntenS4t FP(Fm) 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.968 Ae HEADWATER SUBAREA AREACACRES) = 0.36 SUBAREA RUNOFF(CFS) 1.16 NUMBER (CFS) (MIN.) EFFECTIVE AREA(ACRES) = 1.64 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.66 NODE TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 5.09 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE >>>>>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.) = 10.82 RAINFALL INTENSITY(INCH/HR) = 3.97 AREA -AVERAGED FM(INCH/HR) = 0.52 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.66 EFFECTIVE STREAM AREA(ACRES) 1.64 TOTAL STREAM AREA(ACRES) = 1.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.09 ** CONFLUENCE DATA ** STREAM Q TC Intens t Fp(FM) AP Ae (ACRES) HEADWATER NODE NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) 1 10.23 10.09 4.139 0-80( 0.43) 0.54 3.1 5.00 1 10.01 13.07 3.543 0.80( 0.43) 0.54 3.6 3.00 2 5.09 10.82 3.968 0.80( 0.52) 0.66 1.6 7.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc IntenS4t FP(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH g INCH/HR) (ACRES) NODE 1 15.21 10-09 4.139 0.80( 0.46) 0.58 4.6 5.00 2 15.26 10.82 3.968 0.80( 0.46) 0.58 4.8 7.00 3 14.47 13.07 3.543 0.80( 0.46) 0.57 5.2 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 10.82 PEAK FLOW RATE(CFS) = 15.26 TC(MIN.) EFFECTIVE AREA(ACRES) 4.83 AREA -AVERAGED FM(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED AP = 0.58 Page 5 0 TOTAL AREA(ACRES) - 5.2 108602PO.RES 9.00 700.00 FEET. LONGEST FLOWPATH FROM NODE 3.00 TO NODE FLOW PROCESS FROM NODE 9.00 TO NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 52.62 DOWNSTREAKFEET) 52.61 FLOW LENGTH(FEET) 40.00 MANNING'S N = 0. -1-3 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.84 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) 15.26 PIPE TRAVEL TIME(MIN.) 0.36 TC(MIN.) = 11.18 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 2.00 740.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE ---------- --------------------------------------- -- ---- -- ---- - >>>>>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) = 3.89 AREA -AVERAGED FM(:INCH/HR) = 0.46 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) 4.83 TOTAL STREAM AREA(ACRES) = 5.21 PEAK FLOW RATECCFS) AT CONFLUENCE 15.26 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ol >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 785.00 ELEVATION DATA: UPSTREAM(FEET) = 61.50 DOWNSTREAM(FEET) 52.62 7- V " TC = K*E(LENGTH** 3. 00) /(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.715 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.442 SUBAREA Tc AND LOSS RATE DATA(AMC III): Ap SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 2.91 0.80 0.500 52 13.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.500 SUBAREA RUNOFF(CFS) 7.97 PEAK FLOW RATE(CFS) 7.97 TOTAL AREA(ACRES) 2.91 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE >>>>>DESIGNATE -INDEPENDENT -STREAM -FOR -CONFLUENCE<<<<< >>>�?.>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 Page 6 H 108602PO.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.71 RAINFALL INTENSITY(INCH/HR) = 3.44 AREA -AVERAGED FMCINCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED AP = 0.50 2.91 EFFECTIVE STREAM AREA(ACRES) 2.91 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE 7.97 Fl - 0 Page 7 CONFLUENCE DATA ** Tc Intensity FP(FM) AP Ae HEADWATER STREAM Q NUMBER (CFS) (MIN ) (INCH/HR) NCH/HR) (1 46) 0.58 0.80( 0 (ACRES) 4.6 NODE 5.00 op 1 15.21 10.�5 1 15.26 11.18 4.052 3.890 0.80( 0:46) 0.58 4.8 5.2 7.00 3.00 1 14.47 13.44 13.71 3.485 3.442 o.80( 0 . 46) 0.57 0.80( 0 . 40) 0.50 2.9 1.00 2 7.97 RAINFALL INTENSITY AND TIME FOR OF CONCENTRATION RATIO 2 STREAMS. CONFLUENCE FORMULA USED ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity FIP(Fm) Ap Ae HEADWATER (ACRES) NODE NUMBER (CFS) (MIN ) (INCH/HR) (INCH/HR) 0.80( 0 44) 0.55 6.8 5.00 1 22.50 10.�5 2 22.72 11.18 4.052 3.890 . 0-80C 0 44) 0.55 7.2 8.1 7.00 3.00 3 22.39 13.44 13.71 3.485 3.442 0.80( 0:44) 0.55 o.80( 0 . 44) 0.55 8.1 1.00 4 22.24 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 22.72 Tc(MIN.) 11.18 40 P, PEAK FLOW RATE(CFS) EFFECTIVE A REA(ACRES) = 7.20 AREA -AVERAGED WINCH/H R) 0.55 0.44 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = TOTAL AREA(ACRES) = .8.1 FROM NODE 1.00 TO NODE 2.00 785.00 FEET. LONGEST FLOWPATH END OF STUDY SUMMARY: = TOTAL AREA(ACRES) 8.1 TC(MIN.) 11.18 FM(INCH/HR)= 0.44 EFFECTIVE AREA(ACRES) = FPCINCH/HR) 7.20 = 0.80 AREA -AVERAGED AREA -AVERAGED Ap = 0.553 AREA -AVERAGED PEAK FLOW RATE(CFS) 22.72 ** PEAK FLOW RATE TABLE TC Intensity FIP(FM) AP Ae HEADWATER STREAM Q NUMBER (CFS) (MIN.) (INCH/HR) 4.052 (INCH/HR) 0.80( 0.44) 0.55 (ACRES) 6.8 NODE 5.00 1 22.50 10.45 2 22.72 11-18 3.890 0 80C 0.44) 0.55 0:80( 0.44) 0.55 7.2 8.1 7.00 3.00 3 22.39 13.44 22.24 13.71 3.485 3.4 42 0.80C 0.44) 0.55 8.1 1.00 4 - END OF RATIONAL METHOD ANALYSIS Fl - 0 Page 7 H F] H 0 h 0 SPILLWAY AND OUTLET SIZING AND STREET CAPACITY U Determining Emergency Spiftay Size Use a trapezoidal spillwaY with 1:4 slope sides, a base "b" and a height "H" Q = 3.367 (b)W' Q (required to pass) = 30.67 CFS pping basin freeboard H = 0.47' maximum before overto 30.67 = 3.367(b)(0.47)V2 b = 28.27' — 28' K H H 'A 40 Outlet Control for Detention Basin Q,,i,, = 3.367 B 3/2 Q = 5.40 = 3.367 (1.73) 32 B= 1.07' FL = 49.89 EVENT OUTFLOW 111iFLOW Tc REQUIRED H WS CAPACITY (CFS) (CFS) WIN) STORAGE OM ELEV: OF BASIN (CF) @WS ELEV - (Additional) ABOVE WEIR INVERT (CF) 2 Year 1.46 6.75 10.55 0 0 48.41 3877 10 Year 2.51 15.30 10.55 0 0.20 50.09 8,886 25 Year 3.06 18.96 10.55 0 0.90 50.79 11,674 100 Year 3.74 25.40 10.55 0 1.31 51.20 14,898 Basin Drawdown (before weir): Soil = Type 'A' (See Soil Map — Attached, and excerpts of Soil Report (Next Pages)) Infiltration Rate = 0.98 in/hr (See attached calculation sheets from San Bernardino County Hydrology Manual) Depth (ft) = It 12 I = Infiltration Rate t = Drawdown = 41.5 lhrs (this is less than 72 hrs and is therefore acceptable (the bottom dead storage is considered as a "Water Quality Basin7 and can have a drawdown greater than 24 hrs)) Depth = 3.39' (before weir) 3.39' = 0.98W t = 41.51 hrs 12 VA 9-4 9,1-:4 1" 91A 9'.',j K.'s lt',;A I". I'm I", wo VA 9-4 9,1-:4 1" 91A 9'.',j K.'s lt',;A I". I'm I", PUAJ am I&I Nawl powe mono inat Pral Pral ImIng INN"M polo NUNN swum poll IDWAd OWN PLOP ((17!! SAN BERNARDINO COUNTY HYDROLOGY MANUAL UALK 1-48PW AL ff 0,41"TED Baum SCALE REDUCED BY 1/2 �W-m on, UALK 1-48PW AL ff 0,41"TED Baum SCALE REDUCED BY 1/2 numbers. By weighting each of the subarea yield values according to the respective areas, Y = (YIAl + ­+ YmAn)/(Al + A2 +---+Am) (C.4) where each Yj follows from (C.3). C.6.3. Low Loss Rate, F* In design storm runoff hydrograph studies, the following formula is used to estimate that portion of rainfall to be attributed to watershed losses: where �7= I - Y (C.5) �7 catchment low loss fraction Y catchment 24-hour storm runoff yield fraction computed from (C-4) Using the low loss fraction, Yv the corresponding low loss rate, F*v is given by F* = �7-1 (C.6) where I is the rainfall intensity and F* has units of inches/hour. Use of F* enables the design storm 24-hour storm runoff yield to approximate the yield values obtained from the CN approach (see Figure C-5). C.6.4. Infiltration Rates Soil infiltration rates have been estimated for each of the soil groups by laboratory studies and measurements. These measurements show that an initially dry soil will have an associated infiltration rate which essentially decreases with time as the soil becomes wetted. As the soil is subjected to continual heavy rainfall, this infiltration rate approaches a minimum (usually within about 30 minutes) which represents the infiltration capacity of the soil. C-12 h 3 When sufficient stream gauge information is available, infiltration rates for unit hydrograph hydrology can be estimated from a study of rainfall -runoff relationships of major storms. Where such data is not available, infiltration rates for pervious areas as a function of CN can be estimated using Figures C-3 and C-6. Loss rates for pervious areas estimated from the Figure C-6 curves are generally consistent with values developed from rainfall -runoff reconstitution studies in San Bernardino County watersheds. C.6.5. Estimation of Catchment Maximum Loss Rates, Frn The infiltration rate selected from Figure C-6 applies to the pervious area fraction of the watershed. The infiltration rate assumed for an impervious surface is 0.0 inch/hour. The maximum loss rate, Fm' for a catchment is therefore given by FM = a p F p (C.7) where ap is the pervious area fraction, and F P is the infiltration rate for the pervious area. Should a catchment contain several F p values, the composite Fm value is determined as a simple area average of the several Fm values. Table C.2 provides Frn values for a wide range of cover types and soil groups. C.6.6. Design Storm Loss Rates In design storm runoff hydrograph studies, a 24-hour duration storm pattern is used to develop the time distribution of effective rainfall over the watershed. The effective rainfall quantities are determined by subtracting the watershed losses from the design storm rainfall. a The loss rate used for a particular catchment is a combination of the maximum loss rate Fm and the low loss rate F*. F* is used as the loss rate unless F* exceeds Fm, in which case - FM is used as the loss rate. That is, Fm serves as the maximum loss rate. Typically in 100 -year storm studies, F* serves as the loss rate for the entire storm pattern except for the most Woodland,, Grass (Coniferous or broadleaf trees with canopy Poor Fair Curve (1) Numbers of Hydrologic Soil -Cover Complexes For Pervious Areas -AMC II F:_ - Quality of Soil Group A a I C 0 - Cover Type (3) Cover(2) NATURAL COVERS - I I Residential or Commercial Landscaping Barren 78 96 91 93 (Rockland, eroded and graded land) Turf Chaparral, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good Good 31 57 71 79 Chaparral, Narrowleaf Poor 71 82 98 91 (Chamise and redshank) Fair 55 72 81 96 Grass, Annual or Perennial Poor 67 79 86 89 Fair Good 50 38 69 61 79 74 84 80 Meadows or Cienegas (Areas with seasonally high water table, Poor Fair 63 51 77 70 85 80 99 84 principal vegetation is sod forming grass) Good 30 59 71 79 Open Brush (Soft wood shrubs - buckwheat, sage, etc.) Poor Fair 62 46 76 66 84 77 98 93 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent.) Good 25 55 70 77 Woodland,, Grass (Coniferous or broadleaf trees with canopy Poor Fair 37 44 73 63 92 77 86 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 56 69 73 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS Fallow 77 86 91 94 (Land plowed but not tilled or seeded) SAN BERNARDINO COUNTY CURVE NUMBERS FOR HYDROLOGY MANUAL PERVIOUS AREAS Figure C-3 (I of 2) mw IM19i smill SmIll sof 11 ME 11 MS ME ON 0 010101 MINK Am mi A -.j I I ILI [9 helel.tmp.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2006 Advanced Engineering software (aes) ver. 13.0 Release Date: 06/01/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th street, Suite 8 Redlands, CA 92374 (909) 748-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:34 071/24/2007 Problem Descriptions: INTERNAL STREET CAPACITY FONTLEE, THYME & DILL 25 -YEAR FLOWS IN STREET >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 17.12 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.50 PRODUCT OF DEPTH&VELOCITY 1.22 Problem Descriptions: INTERNAL STREET CAPACITY FONTLEE, THYME & DILL 100 -YEAR FLOWS IN STREET >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOWCCFS) = 17.12 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUITTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES Page 1 F, �`-j F" �-1 helel.tmp.txt STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.27 PRODUCT OF DEPTH&VELOCITY 1.15 Page 2 Ihel el. tmp . txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE l(c) copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th street, suite B #J Redlands, CA 92374 im (909) 748-7777 00 ---------------------------------------------------------------------------- 04 TIME/DATE OF STUDY: 14:48 07/24/2007 ProbleM Descriptions: STREET FLOW AT NORTHERN CATCH BASIN 100 -YEAR STORM FLOWS >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 15.26 0.015000 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE FROM CROWN To CROSSFALL GRADEBREAK(FEET) 20.00 INTERIOR STREET CROSSFALL(DECIMAL) 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUT7ER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------- ----------------------------------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. N THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTHCFEET) = 23.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY 1.58 ProbleM Descriptions: STREET FLOW AT SOUTHERN CATCH BASIN 100 -YEAR STORM FLOWS >>>>STftEETFL0W MODEL INPUT INFORMATION<<<< -------- ------ ---------------- - -------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 7.97 AVERAGE STREETFLOW FRICTION FACTOR (MANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 32.00 DISTANCE FROM CROWN To CROSSFALL GRADEBREAK(FEET) 20-00 INTERIOR STREET CROSSFALL(DECIMAQ = 0.020000 OUTSIDE STREET CROSSFALL (DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) 0.50 Page H H CATCH BASINS.tXt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyr ht 1982-2006 Advanced Engineering Software (aes) License ID 1533 Ver. 11.0 Release Date: 06/01/2006 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th Street, Suite B Redlands, CA 92374 (909) 748-7777 TIME/DATE OF sTuDy:-14:02 09/20/2006 ProbleM Descriptions: BASIN STREET FLOW AT NORTHERN CATCH 100 -YEAR STORM FLOWS >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ----------------------------- --------------------- ------------------------ CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 15.26 AVERAGE STREETFLOW FRICTION FAcrOR(MANNING) -- 0.015000 CONSTANT SYMMETRICAL STREET HALF -WIDTH (FEET) = 32.00 L DISTANCE FROM CROWN To CROSSFALL GRADEBREAKCFEET) 20-00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 so OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SyWETRICAL CURB HEIGHT(FEET) 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) 0.04170 CONSTANT SYMMETRICAL GUTTER -HIKE (FEET) 0.15280 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET I FLOW MODEL RESULTS: ------ ------------- --------------- ----------------------------- --------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 23-90 AVERAGE FLOW VELOCITY(FEET/SEC-) = 2.60 PRODUCT OF DEPTH&VELOC ITY 1.67 ProbleM Descriptions: BASIN STREET FLOW AT SOUTHERN CATCH 100-yEAR STORM FLOWS >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ------------------------ --------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) 7.97 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) -- U.00 DISTANCE FROM CROWN To CROSSFALL GRADEBREAK(FEET) 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) 0.50 Page H F CATCH BASINS.tXt CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 1.50 CONSTANT SYMME1 CAL GUTTER- LIP (FEET) 0.04170 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) 0.15280 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ----- N-O-T-E-:--S-T-R-E-E-T--F-L-O-W--E-X-C-E-E-D-S--T-O-P--O-F--C-U-R-B THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 18-18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.30 PRODUCT OF DEPTH&VELOCITY 1.22 Problem Descriptions: SUMP CATCH BASIN SIZING NORTH CATCH BASIN 100 -YEAR STORM FLOWS >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ----------------------------------- -------- ---- ----- ----- --------------- curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. I. page 2 BASIN INFLOW(CFS) = 15.26 BASIN OPENING(FEET) 0.83 DEPTH OF WATER(FEET) 0.64 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTHCFEET) 9.65 Problem Descriptions: SUMP CATCH BASIN SIZING - SOUTH CATCH BASIN 100 -YEAR STORM FLOWS >>>>SUMP TYPE BASIN INPUT.INFORMATION<<<< ------------------------------------------------- --------- ---------------- curb inlet Capacities are approximated based on the Public Roads nomograph plots for flowby basins and Bureau of sump basins. BASIN INFLOW(CFS) = 7.97 BASIN OPENING(FEET) 0.83 DEPTH OF WATER(FEET) 0.53 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 6.69 I. page 2 PIPE.tXt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyri ht 1982-2006 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th Street, Suite 8 Redlands, CA 92374 (909) 748-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:40 09/20/2006 ProbleM Descriptions: HYDRAULIC GRADE CALCULATIONS LATERAL FROM CATCH BASIN TO CATCH BASIN 100 -YEAR STORM FLOWS >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< -------- --- --------- ----- --------------- PIPE DIAMETER(FEET) = 2.000. PIPE SLOPE(FEET/FEET) = 0.0100 PIPEFLOW(CFS) = 15.26 MANNINGS FRICTION FACTOR = 0.013000 CR ITI CAL�DEPTH FLOW INFORMATION: ----------------------------------------------------------- ---------------- CRITICAL DEPTH(FEET) 1.41 CRITICAL FLOW AREA(SQUARE FEET) 2.364 CRITICAL FLOW TOP-WIDTH(FEET) = 1.826 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) 282.67 CRITICAL FLOW VELOCITY(FEET/SEC.) = 6.456 CRITICAL FLOW VELOCITY HEAD(FEET) = 1.29 0.65 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = CR ITI CAL FLOW SPECIFIC ENERGY(FEET) = 2.06 NORMAL -DEPTH FLOW INFORMATION: ------------------ --------------------------------------------------------- NORMAL DEPTH(FEET) = 1.20 so FLOW AREA(SQUARE FEET) 1.97 FLOW TOP-WIDTH(FEET) = 1.958 FLOW PRESSURE + MOMENTUM(POUNDS) 292.58 FLOW VELOCITY(FEET/SEC.) = 7.729 FLOW VELOCITY HEAD(FEET) = 0.928 HYDRAULIC DEPTH(F�EET) = 1.01 FROUDE NUMBER = 1.357 SPECIFIC ENERGY(FEET) 2.13 ProbleM Descriptions: HYDRAULIC GRADE CALCULATIONS LATERAL FROM CATCH BASIN TO DETENTION BASIN 100 -YEAR STORM FLOWS >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< PIPE DIAMETER(FEET) = 2.000 PIPE SLOPE(FEEir/FEET) 0.0100 PIPEFLOW(CFS) = 22.72 MANNINGS FRICTION FACTOR = 0.013000 Page 1 W H H H PIPE.tXt CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------- ----- C-R-I-T-I-C-A-L--D-E-P-T-H-(-F-E-E-T) --- =---- 1.70 CRITICAL FLOW AREA(SQUARE FEET) 2.843 CRITICAL FLOW Top-WIDTH(FEET) = 1 . 433 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) 491-19 CRITICAL FLOW VELOCITY(FEET/SEC-) = 7.992 CRITICAL FLOW VELOC ITY HEAD(FEET) = 0.99 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.98 (6-RITICAL FLOW SPECIFIC ENERGY(FEET) = 2.69 NOTE:GIVEN NORMAL DEPTH IS LOWER VALUE OF TWO POSSIBLE. SUGGEST CONSIDERATION OF WAVE ACTION, UNCERTAINTY, ETC - NORMAL -DEPTH FLOW INFORMATION: --- --------- ------------------------- ---------------------------------------- NORMAL DEPTH(FEET) = 1.65 FLOW AREA(SQUARE FEET) 2.77 FLOW TOP-WIDTH(FEET) = 1.525 491-89 FLOW PRESSURE + MOMENTUM(POUNDS) = FLOW VELOCITY(FEET/SEC.) = 8.208 FLOW VELOCITY HEAD(FEET) = 1.046 HYDRAULIC DEPTH(FEET) = 1.82 FROUDE NUMBER = 1.073 SPECIFIC ENERGYCFEET) 2.69 Page 2 H PRE -DEVELOPMENT ANALYSIS 25 & 100 -YEAR STORM EVENTS 11 E H,ll K 108602RL.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) copyright 1983-2006 Advanced Engineering Software (aes) ver. 13.1 Release Date: 06/15/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 Sth Street, Suite B Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY * 108602 DYNAMIC - TRACT 16658 * PRE -DEVELOPMENT DRAI14AGE STUDY * 25 -YEAR STORM ANALYSIS FILE NAME: 108602PR.DAT TIME/DATE OF STUDY: 14.03 07/24/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00 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) 0. 970 100 -YEAR sToRm 60 -MINUTE IffTENSITY(INCH/HOUR) 1.420 COMPUTED RAINFALL INTENSM DATA: STORM EVENT = 25.00 I -HOUR INTENSITY(INCFi/HOUR) = 1.1266 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTUp ,E CONDITION (AMC) II ASSUMED, FOP, RATIONAL METHOD* H H Page 1 STREETI-SECTIONIS FOR CIYJPLED PIPEFLOW AND STREETFLOW MODEL* 'RE GUTTER -GEOMETRIES: MANNING CL, EE -CROSSFA'': STR ET HAL. WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE (FT) (FT) CFT) (Fr) FACTOR (n) NO. (FT) (FT) SIDE / SIDE/ WAY 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0. 01so GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET - (TOP -of -Curb) as (maxiMUM Allowable street Flow Depth) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACM 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 ---------------------------------------------------------------------------- AI�L M -7HOD INITIAL SUBAREA ANALYSIS<<<<< ,-_->>>;z#^T­0NAL r_1 NOMOGRAPH FOR INITIAL SUBAREA<< rrn rin "19-50 rXWWP5-PFaM(FEE0 r-0. 00 U EL DATA PSTREAM(FFFT) = H H Page 1 H, 108602RL.RES TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.730 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.729 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.) RESIDENTIAL "2 DWELLINGS/ACRE" A 1.47 0.98 0.700 32 13.73 NATURAL FAIR COVER A 0.84 0.82 1.000 50 "GRASS11 22.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp i(INCH/HR) = 0.91 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.809 SUBAREA RUNOFF(CFS) 4.15 4.15 TOTAL AREA(ACRES) 2.31 PEAK FLOW RATE(CFS) CODE = 21 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 830-00 UPSTREAM(FEET) 62.10 DOWNSTREAKFEET) 50-00 ELEVATION DATA: TC = K*E(LENGTH** 3. 00) /(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 15.009 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.587 SUBAREA TC AND LOSS RATE DATA(AMC II): AP SCS TYPE/ SCS SOIL AREA Fp TC DEVELOPMENT LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CMIN.) RESIDENTIAL 1'2 DWELLINGS/ACRE" A 0.95 0.98 0.700 32 15.01 NATURAL FAIR COVER A 3.82 0.82- 1.000 50 11GRASStv 24.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, F:p(INCH/HR) = 0.84 0.940 SUBAREA AVERAGE PERVIOUS AREA FRACTION Ap = SUBAREA RUNOFF(CFS) 7.70 (CFS) 7.70 TOTAL AREA(ACRES) 4.77 PEAK FLOW RATE FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 21 --------- ------ -- -------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTHCFEET) 660-00 UPSTREAMCFEET) = 62.10 DOWNSTREAM CFEET) 50.00 ELEVATION DATA: CHANGE)3**0.20 TC = K*[(LENGTH** 3. 00) /(ELEVATION SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 2-1.085 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.110 SUBAREA TC AND LOSS RATE DATA(AMC II): AP SCS DEVELOPMENT TYPE/ SCS SOIL AREA FP TC GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) LAND USE NATURAL FAIR COVER A 1.75 0.82 1.000 50 "GRASS" 21.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, 1--p(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) 2.03 FLOW RATE(CFS) 2.03 TOTAL AREA(ACRES) 1.75 PEAK END OF STUDY SLWARY: 1.8 TC(MIN.) 21.09 TOTAL AREA(ACRES) Page 2 H_ x u b 108602RL.RES EFFECTIVE AREAIAC ES 1.75 AREA -AVERAGED Fm,(INCH/HR)= 0.82 PC R C ' AREA -AVERAGED AP = 1-000 AREA -AVERAGED F IN H/HR) = 0.82 PEAK FLOW RATE(CFS) 2.03 END OF RATIONAL METHOD ANALYSIS Page 3 108602PR.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2006 Advanced Engineerigg Software (aes) Ver. 13.1 Release Date: 06/15/2()06 L-1cense ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th street, Suite B Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY 108602 DYNAMIC - TRACT 16658 PRE -DEVELOPMENT DRAINAGE STUDY 1()O -YEAR STORM ANALYSIS FILE NAME: 108602PR.DAT TIME/DATE OF STUDY: 13:33 09/20/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100-00 SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) To USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL" 10 -YEAR STORM 60 -MINUTE INTENSITYCINCH/HOUR) 0.970 100-yEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 1.420 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100 . 00 I -HOUR INTENSITY(INCH/HOUR) = 1.4200 SLOPE OF INTENSITY DURATION CURVE = 0. 6000 L METHOD* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONA EETFLOW MODEL* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STR : MANNING STREET-CROSSFALL: CURB GUTTER -GEOMETRIES HALF- CROWN TO WIDTH LIP HIKE FACTOR WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) NO. (FT) =-.= =__ Olg/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 1 30.0 20.0 0 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FloW-Depth = 0.00 FEET -of-Curb) as (MaxiMUM Allowable Street Flow Depth) - (Top 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 AD3USTMENT 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) 660-00 ELEVATION DATA: UpSTREAM(FEET) 59.50 DOWNSTREAM(FEET) 50.00 Page 1 H d 108602PR.RES TC = K*[(LENGTH** 00)/(ELEVATION CHANGE)]**0-20 MINIMUM TC(MIN-) � 13.730 SUBAREA ANALYSIS USED * 2LOO YEAR RAINFALL INTENSITY(INCH/HR) = 3.440 SUBAREA TC AND LOSS RATE DATA(AMC III): AP SCS DEVELOPMENT TYPE/ scs SOIL AREA Fp (INCH/HR) (DECIMAL) CN TC (MIN.) LAND USE GROUP (ACRES) RESIDENTIAL 0.700 52 A 1.47 0.80 13.73 --2 DWELLINGS/ACRE" NATURAL FAIR COVER 1.000 70 0.84 0.55 22.13 Pool to GRASS if A 0.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) - AREA FRACTION, AP = 0-809 SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) 6.00 RAXE(CFS) 6.00 TOTAL AREACACRES) 231 PEAK FLOW 21 TO NODE 4.0 0 IS CODE = FROM NODE 3.00 ------------------- FLOW PROCESS ------ ----- --- -- ---- --- - - ----------------- CeNTRATION-NOMOGRAPH FOR INITIAL SUBAREA<<_ - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< TIME -OF -CON >>USE . 830-00 50-00 --- �N17TAL SUBAREA FLOW-LENGTH(FEET) = (FEET) UPSTREAM(FEET) = 62.10 DOWNSTREAM ELEVATION DATA: Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0-20 MINIMUM TC(MIN.) = 15-009 SUBAREA ANALYSIS USED * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.261 SUBAREA TC AND LOSS RATE DATA(AMC III): Fp AP SCS DEVELOPMENT TYPE/ SCS SOIL AREA (DECIMAL) CN (INCH/HR) TC (MIN.) LAND USE GROUP (ACRES) RESIDENTIAL 80 0.700 52 0.95 0. 15-01 "2 DWELLINGS/ACRE" A NATURAL FAIR COVER 3.82 0.55 1.000 70 24.19 A "GRASS" I-p(INCH/HR) = 0.59 SUBAREA AVERAGE PERVIOUS LOSS RATE, 0"940 FRACTIONi AP = SUBAREA AVERAGE PERVIOUS AREA SUBAREA RUNOFF(CFS) 3.1.63 RATE(CFS) 11.63 TOTAL AREA(ACRES) 4.77 PEAK FLOW IS CODE 21 FROM NODE 3.00 TO NODE 5.00 - ------------ FLOW PROCESS ------------------------------- ------------- ------ ------ >>>>>RATIONAL - METHOD - INITIAL SUBAREA ANALYSIS<<<<< UBAREA<< TIME-OF-CONCENTRAT'ON NOMOGRAPH FOR INITIALS >>USE INITIAL SUBAREA FLOW-LENGTHCFEET) 660-00 STPEAM(FEET) = 62-10 DOWN 50-00 ELEVATION DATA: UpSTREAM(FEET) TC = K*[(LENGTH** 3 - 00)/ (ELEVATION CHANGE)l**0_20 MIN114UM TC(MIN.) = 21-085 SUBAREA ANALYSIS USED * 100 YEAR RAINFALL INTENsITY(INCH/HR) = 2.659 SUBAREA TC AND LOSS RATE DATA(AMC 11:1): Fp AD SCS DEVELOPMENT TYPE/ SCS SOIL AREA (INCH/HR) (DECIMAL) CN TC (MIN.) LAND USE GROUP (ACRES) NATURAL FAIR COVER 1.75 0.55 1.000 70 21.09 A SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0-55 FRACTIONv AP = 1-000 SUBAREA AVERAGE PERV`IOUS AREA SUBAREA RUNOFF(CFS) 3.32 FLOW RATE(CFS) 3.32 TOTAL ARF-A(ACRES) 1.75 PEAK END OF STUDY SUMMARY: 1.8 TC(MIN.) 21.09 AREA(ACRES) TOTAL page 2 d F F1 0 108602PR.RES EFFECTIVE AREA(ACRES) 1.75 'AREA -AVERAGED FM(INCH/HR)= 0.55 AREA -AVERAGED Fp(INCH/HR) 0.55 AREA -AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) 3.32 END OF RATIONAL METHOD ANALYSIS Page 3 0 0 L -j i POST -DEVELOPMENT ANALYSIS 25 & 100 -YEAR STORM EVENTS F__ 661� 108602PL.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO..HYDROLOGY CRITERION) (c) copyright 1983-2006 Advanced Eng-ineering software (aes) Ver. 13.1 Release Date: 06/15/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. Suite B 345 Sth Street, Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY 108602 DYNAMIC - TRACT 16658 POST -DEVELOPMENT DRAINAGE STUDY 25 -YEAR STORM ANALYSIS FILE NAME: 108602PO-DAT TIME/DATE OF STUDY: 13:58 07/24/2007 km USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 ED FOR RAINFALL* *USER -DEFINED LOGARITHMIC INTERPOLATION US 10-yEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 0.970 100-yEAR STORM 60 -MINUTE INTENSrry(iNcH/Hom) 1.420 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 I -HOUR INTENSITY(INCHMOUR) = 1.1266 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* OW R ETFLOW MODEL* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFL AND ST E 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 0.0313 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 3.00 TO NODE 4.00 - IS - CODE 21 ---------- ---- ------- ---- ---- ---- -- ---- ---- -- ---- - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NOMOGRAPH FOR INIML SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 700-00 czz.8n Da..:Ntc 12 "FEET) 55.80 ELEVATION DATA: UPSTREAMCFEET) STREA.V11%, - OR Page 0 H 108602PL.RES TC = K*[(LENGTH** 3.00)/(ELEVATION CHMGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.073 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.811 SUBAREA TC AND LOSS RATE DATA(AMC ii): Ap SCS TC DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL A 2.21 0.98 0.500 32 13.07 "5-7 DWELLINGS/ACRE" S RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS LOS SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0.500 SUBAREA RUNOFF(CFS) 4.62 RATE(CFS) 4.62 TOTAL AREA(ACRES) 2.21 PEAK FLOW pm 4.00 TO NODE 4.00 IS CODE po FLOW PROCESS FROM NODE hi--------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 2 TOTAL NUMBER OF STREAMS = I ARE: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN-) = 13.07 RAINFALL INTENSITYCINCH/HR) = 2.81 AREA -AVERAGED FM(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Aip = 0.50 EFFECTIVE STREAM AREA(ACRES) 2.21 PR TOTAL STREAM AREA(ACRES) = 2.21 lw�l PEAK FLOW RATE(CFS) AT CONFLUENCE 4.62 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE 21 ---------- ------------- ------ ------- ------- ------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 315-00 ELEVATION DATA: UPSTREAM(FEET) = 60.99 DOWNSTREAKFEET) 56.17 OR TC = K*[CLENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 j�� SUBAREA ANALYSIS USED MINIMUM TC(MIN-) = 10-089 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.284 SUBAREA TC AND LOSS RATE DATA(AMC II): Fp AP SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "2 DWELLINGS/ACRE" A 0.88 0.98 0.700 32 10-09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0.700 SUBAREA RUNOFF(CFS) = 2.06 PEAK FLOW RATE(CFS) 2.06 TOTAL AREA(ACRES) = 0.88 FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTHICFEET) 150.00 ELEVATION DATA: UPSTREAM(FEET) = 56.17 DOWNSTREAM(FEET) 55-80 TC = K*E(LENGrH** 3.00)/(ELEVATION CHANGEA**0.20 SUBAREA ANALYSIS USED MINI14UM TC(MIN.) = 9.593 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.384 Page 2 0 H 108602PL.RES SUBAREA TC AND LOSS RATE DATA(AMC II): AP SCS TC DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL A 0.36 0.98 0.500 32 9.59 "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fl)(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0.500 SUBAREA AREA(ACRES) = 0.36 INITIAL SUBAREA RUNOFF(CFS) 0.94 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: o4 MAINLINE TC(MIN) = 10-09 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.284 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) 0.91 EFFECTIVE AREA(ACRES) = 1.24 AREA -AVERAGED FM(INCH/HR) 0.63 -A-AVERAGED FP(INCH/HR) = 0.97 AREA -AVERAGED AP = 0.64 ARE E(CFS) 2.97 TOTAL AREA(ACRES) 1.2 PEAK FLOW RAT FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE %A ----------------------- ---------------------------------------------------- >>>>>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.) = 10-09 fm RAINFALL INTENSITY(INCH/HR) = 3.28 AREA -AVERAGED FM(INCH/HR) = 0.63 AREA -AVERAGED FP(INCH/HR) = 0.97 AREA -AVERAGED AP = 0.64 OR EFFECTIVE STREAM AREA(ACRES) 1.24 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.97 ** CONFLUENCE DATA ** STREAM Q TC Intensit Flp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN ) (INCH/HR (INCH/HR) (ACRES) NODE 1 4.62 13.67 2.811 0-98( 0.49) 0.50 2.2 3.00 on 2 2.97 10-09 3.284 0.97( 0.63) 0.64 1.2 5.00 i�­l to RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 04 ** PEAK FLOW RATE TABLE ** STREAM Q TC intensity FP(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.26 10-09 3.284 0.97( 0.55) 0.56 2.9 5.00 2 7.06 13.07 2.811 0.97( 0.54) 0.55 3.5 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.26 Tc(MIN.) 10.09 EFFECTIVE AREA(ACRES) 2.95 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 3.5 3.00 TO NODE 4.00 700-00 FEET. LONGEST FLOWPATH FROM NODE FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 82 -------- ------- ------ -- --------- -- -------- -------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 150-00 Page 3 2 108602PL.RES ELEVATION DATA: UPSTREAM(FEET) 55.80 DOWNSTREAM(FEET) 52.62 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.004 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 0.12 0.98 0.100 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.12 INITIAL SUBAREA RUNOFF(CFS) 0.53 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10.09 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.284 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) 0.34 EFFECTIVE AREA(ACRES) = 3.07 AREA -AVERAGED FM(INCH/HR) 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGEID AP = 0.54 TOTAL AREA(ACRES) 3.6 PEAK FLOW RATE(CFS) 7.60 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE -------------- ----------- ------ --- --------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 10.09 RAINFALL INTENSITY(INCH/HR) = 3.28 AREA -AVERAGED FM(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 EFFECTIVE STREAM AREA(ACRES) 3.07 TOTAL STREAM AREACACRES) = 3.57 PEAK FLOW RATE(CFS) AT CONFLUENCE 7.60 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS,<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 345.00 ELEVATION DATA: UPSTREAM(FEET) = 59.50 DOWNSTREAM(FEET) 55.04 TC = K*[(LENGTH** 3.00)/CELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.822 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.148 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.) RESIDENTIAL "2 DWELLINGS/ACRE" A 1.28 0.98 0.700 32 10.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700 SUBAREA RUNOFF(CFS) 2.84 TOTAL AREA(ACRES) 1.28 PEAK FLOW RATE(CFS) 2.84 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< Page 4 0 H FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE 108602PL.RES >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 175.00 ELEVATION DATA: UPSTREAM(FEET) = 55.04 DOWNSTREAM(FEET) 52.62 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.228 41R * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.011 40 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.36 0.98 0.500 32 7.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 Ae HEADWATER SUBAREA AREA(ACRES) = 0.36 INITIAL SUBAREA RUNOFF(CFS) 1.14 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: 3.1 5.00 4p MAINLINE TC(MIN) = 10.82 3.6 3.00 i ll * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.148 1.6 7.00 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) 0.86 EFFECTIVE AREA(ACRES) 1.64 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGE) Ap = 0.66 PEAK FLOW RATE TABLE ** TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 3.70 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE ---------------------------------------------------------------------------- >>>>>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.) = 10.82 41R RAINFALL INTENSITY(INCH/HR) = 3.15 40 AREA -AVERAGED FM(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.66 EFFECTIVE STREAM AREA(ACRES) 1.64 TOTAL STREAM AREA(ACRES) = 1.64 PEAK FLOW RATE(CFS) AT CONFLUIENCE 3.70 ** CONFLUENCE DATA ** STREAM Q Tc Intensit FP(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) (ACRES) NODE 1 7.60 10-09 3.284 0.98( 0.53) 0.54 3.1 5.00 1 7.35 13.07 2.811 0.98( 0.52) 0.54 3.6 3.00 2 3.70 10.82 3.148 0.98( 0.64) 0.66 1.6 7.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** Q F CFM) Ap STREAM TC Intensit pi T� Ae HEADWATER C CH/HR) NUMBER (CFS) (MIN.) (IN H/HR (IN 1 11.24 10.09 3.284 0.98( 0.57) 0.58 ACRES) NODE 4.6 5.00 2 11.24 10.82 3.148 0.98( 0.57) 0.58 4.8 7.00 3 10.56 13.07 2.811 0.98( 0.56) 0.57 5.2 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 10.82 PEAK FLOW RATE(CFS) = 11.24 TC(MIN.) = EFFECTIVE AREA(ACRES) 4.83 AREA -AVERAGED FM(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.58 Page 5 TOTAL AREA(ACRES) = 5.2 108602PL.RES LONGEST FLOWPATH FROM NODE 3.00 TO NODE 9.00 700.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 52.62 DOWNSTREAKFEET) 52.61 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE is 28.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.73 ESTIMATED PIPE DIAMETER(INCH) = 39-00 NUMBER OF PIPES PIPE-FLOW(CFS) = 11.24 PIPE TRAVEL TIME(MIN.) = 0.38 TC(MIN.) = 11.21 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 2.00 740.00 FEET. FLOW PROCESS FROM NODE 2.00JO NODE 2.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATiON(MIN.) = 11.21 3.08 RAINFALL INTENSITY(INCH/HR) = AREA -AVERAGED FM'(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.58 VE STREAM AREACACRES) 4.83 EFFECTI TOTAL STREAM AREA(ACRES) 5.21 PEAK FLOW RATE(CFS) AT CONFLUENCE 11.24 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) 785.00 DOWNSTREAMCFEET) 52.62 ELEVATION DATA: UPSTREAM(FEET) = 61.50 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINI UM TC(MIN.) = 13.715 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.731 SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS TC DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL A 2.91 0.98 0.500 32 13.71 5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 5.88 TOTAL AREA(ACRES) 2.91 PEAK FLOW RATE(CFS) 5.88 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE >>>>>DESIGNATE- INDEPENDENT- STREAM- FOR- CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 Page 6 3 108602po.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO -.HYDROLOGY CRITERION) (c) copyright 1983-2006 Advanced Engineering software (aes) ver. 13.1 Release Date: 06/15/2006 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th Street, Suite B Redlands, CA 92374 (909) 748-7777 DESCRIPTION OF STUDY * 108602 DYNAMIC - TRACT 3.6658 * POST -DEVELOPMENT DRAINAGE STUDY * 100 -YEAR STORM ANALYSIS FILE NAME: 108602PO.DAT TIME/DATE OF STUDY: 13:40 09/20/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: __*TIME -OF -CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100-00 SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00 0.95 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 0.970 100 -YEAR STORM 60 -MINUTE INTENSITY(INCHMOUR) 1.420 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.4200 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) III 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) CFT) " (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative FlOW-Depth = 0.00 FEET CTop-of-Curb) as (MaxiMUM Allowable street Flow Depth) - S) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/ *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 3.00 TO NODE 4.00 IS CODE 21 ---------- ---- ------- ---- ---- ---- -- ---- ---- -- ---- - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 700.00 INITIAL SUBAREA FLOW-LENGTH(FEET) ELEVATION DATA: UPSTREAKFEET) 63.80 DOWNSTREAM(FEET) 55.80 Page 1 d H 108602PO.RES TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.073 * 1()0 YEAR RAINFALL INTENSITY(INCH/HR) = 3.543 SUBAREA TC AND LOSS RATE DATA(AMC III): Ap DEVELOPMENT TYPE/ SCS SOIL AREA Fp SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL A 2.21 0.80 0.500 52 13.07 "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.500 SUBAREA RUNOFF(CFS) 6.25 TOTAL AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) 6.25 4.00 IS CODE FLOW PROCESS FROM NODE 4.00 TO NODE -------------------------- ------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 13.07 RAINFALL INTENSITY(INCH/HR) = 3.54 AREA -AVERAGED FM(INCH/HR) = .0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 2.21 tit TOTAL STREAM AREA(ACRES) = 2.21 M PEAK FLOW RATE(CFS) AT CONFLUENCE 6.25 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE 21 ---------------------- ----------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 315-00 ELEVATION DATA- UPSTREAM(FEET) = 60.99 DOWNSTREAMCFEET) 56.17 0 im TC = K*E(LENGrH** 3. 00) /(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) 10-089 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.139 SUBAREA Tc AND LOSS RATE DATACAMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP SCS TC LAND USE GROUP (ACRES) CINCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "2 DWELLINGS/ACRE" A 0.88 0.80 0.700 52 10-09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 0.700 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) 2.84 TOTAL AREA(ACRES) 0.88 PEAK FLOW RATE(CFS) 2.84 FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 150.00 UPSTREAM(FEET) = 56.17 DOWNSTREAM (FEET) 55.80 ELEVATION DATA: TC = K*[(LENGTH** 3. 00) /(ELEVATION CHANGE)] -**0.20 USED MINIMUM TC(MIN.) = 9.593 SUBAREA ANALYSIS 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.266 Page 2 0 im p 108602po.RES SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.36 0.80 0.500 52 9.59 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.36 INITIAL SUBAREA RUNOFF(CFS) 1.25 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.139 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) 1.21 EFFECTIVE AREA(ACRES) = 1.24 AREA -AVERAGED FM(INCH/HR) 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.64 TOTAL AREA(ACRES) 1.2 PEAK FLOW RATE(CFS) 4.05 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ----------- ---------------------------------------------------------------- >>>>>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.) = 10.09 RAINFALL INTENSITY(INCH/HR) = 4.14 AREA -AVERAGED FM(INCH/HR) = 0.51 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.64 EFFECTIVE STREAM AREA(ACRES) 1.24 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE 4.05 ** CONFLUENCE DATA ** STREAM Q TC Intensity FIP(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.25 13.07 3.543 0.80( 0.40) 0.50 2.2 3.00 2 4.05 10.09 4.139 0.80C 0.51) 0.64 1.2 5.00 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 9.79 10-09 4.139 0.80� 0.45) 0.56 2.9 5.00 2 9.64 13.0 3.543 0.80 0.44) 0.55 3.5 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.79 TC(MIN.) 10.09 EFFECTIVE AREA(ACRES) 2.95 AREA -AVERAGED FM(INCH/HR) = 0.45 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 3.5 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 4.00 700.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 82 >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<,<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 150.00 Page 3 4 108602PO-RES ELEVATION DATA: UPSTREAM(FEEr) = 55.80 DOWNSTREAMCFEET) 52.62 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.307 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.12 0.80 0.100 52 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.12 INITIAL SUBAREA RUNOFF(CFS) 0.67 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 10-09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.139 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFFCCFS) 0.44 EFFECTIVE AREA(ACRES) = 3.07 AREA -AVERAGED FM(INCH/HR) 0.43 AREA -AVERAGED Fp(.TNCH/HR) = 0.80 AREA -AVERAGED AP = 0.54 TOTAL AREA(ACRES) 3.6 PEAK FLOW RATE(CFS) 10.23 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE -------------- ----------- ------ --- --------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.09 RAINFALL INTENSITY(INCH/HR) = 4.14 AREA -AVERAGED FM(INCH/HR) = 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.54 EFFECTIVE STREAM AREACACRES) 3.07 TOTAL STREAM AREA(ACRES) = 3.57 PEAK FLOW RATE(CFS) AT CONFLUENCE 10�.23 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE 21 ­­ ------- ------ ------- ------- ------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 345.00 ELEVATION DATA: UPSTREAM(FEET) = 59.50 DOWNSTREAKFEET) 55.04 TC = K*[(LENGTH** 3. 00) /(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.822 * 100 YEAR RAINFALL INTENS17Y(INCH/HR) = 3.968 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "2 DWELLINGS/ACRE" A 1.28 0.80 0.700 52 10.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp,(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.700 SUOAREA RUNGFF(CFS) 3.93 TOTAL AREA(ACRES) 1.28 PEAK FLOW RATE(CFS) 3.93 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 82 ---------------------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<<<<< Page 4 H H 108602PO.RES >>>>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<<<<< INITIAL SUBAREA FLOW-LENGTH(FEET) 175.00 ELEVATION DATA: UPSTREAM(FEET) = 55.04 DOWNSTREAKFEET) 52.62 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.228 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.056 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A Q.36 0.80 0.500 52 7.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.500 SUBAREA AREACACRES) = 0.36 INITIAL SUBAREA RUNOFF(CFS) 1.51 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 10.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.968 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) 1.16 EFFECTIVE AREA(ACRES) = 1.64 AREA -AVERAGED FM(INCH/HR) 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.66 TOTAL AREA(ACRES) - 1.6 PEAK FLOW RATE(CFS) 5.09 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<..4<<-� >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.82 RAINFALL INTENSITY(INCH/HR) = 3.97 AREA -AVERAGED FM(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED AP = 0.66 EFFECTIVE STREAM AREA(ACRES) 1.64 TOTAL STREAM AREA(ACRES) = 1.64 PEAK FLOW RATE(CFS) AT CONFLUENCE 5.09 ** CONFLUENCE DATA ** STREAM Q TC Intensity FP(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) 3.1 NODE 5.00 1 10.23 10-09 4.139 0.80( 0 433 0.54 1 10.01 13.07 3.543 0.80C 0:43 0.54 3.6 2 5.09 10.82 3.968 0.80( 0.52) 0.66 1.6 3.00 7.00 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) 4.6 NODE 5.00 1 15.21 10-09 4.139 0.80( 0.46) 0.58 2 15.26 10.8Z 3.968 0,.80( 0.46) 0.58 4.8 7.00 3 14.47 13.07 3.543 0.80( 0.46) 0.57 5.2 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 10.82 PEAK FLOW RATE(CFS) = 15.26 TC(MIN.) = EFFECTIVE AREA(ACRES) 4.83 AREA -AVERAGED FM(INCH/HR) = 0.46 AREA -AVERAGED FP(XNCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 Page 5 TOTAL AREA(ACRES) = 5.2 108602PO.RES LONGEST FLOWPATH FROM NODE 3.00 TO NODE 9.00 700.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<.< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 52.62 DOWNSTREAKFEET) 52.61 FLOW LENGTH(FEET) = 40-00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE is 33.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 1.84 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 15.26 PIPE TRAVEL TIME(MIN-) = 0.36 TC(MIN.) = 11-18 740.00 FEET. LONGEST FLOWPATH FROM NODE 3.00 TO NODE 2.00 = FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE ----------------------------------------------------------------------------- >>>>>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) = 3.89 AREA -AVERAGED FM(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED AP = 0.58 EFFECTIVE STREAM AREA(ACRES) 4.83 TOTAL STREAM AREACACRES) = 5.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.26 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) 785.00 ELEVATION DATA: UPSTREAM(FEET) = 61.50 DOWNSTREAKFEET) 52.62 TC = K*E(LENGTH** 3. 00)/ (ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.715 * 100 YEAR RAINFALL INTENSITY (INCH/HR) = 3.442 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGs/ACRE" A 2.91 0.80 0.500 52 13.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Flp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 7.97 PEAK FLOW RATE(CFS) 7.97 TOTAL AREA(ACRES) 2.91 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE >>>>>DESIGNATE -INDEPENDENT- STREAM- FOR - CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 Page 6 H K IPage 7 108602PO.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.71 RAINFALL INTENsrry(INCH/H'R) = 3.44 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED AP = 0-50 EFFECTIVE STREAM AREA(ACRES) 2.91 TOTAL STREAM AREA(ACRES) = 2.91 7.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** ity Q TC Intens, Fp(FM) AP Ae HEADWATER STREAM NUMBER (CFS) (MIN.) (INCH/HR) 4.052 (INCH/HR) (ACRES) 0.80( 0.46) 0.58 4.6 NODE 5.00 1 15.21 10.45 1 15.26 11.18 3.890 0.80( 0 46) 0.58 4.8 0.80C 0:46) 0.57 5.2 7.00 3.00 1 14.47 13.44 7.97 13.71 3.485 3.442 0.80( 0.40) 0.50 2.9 1.00 2 RAINFALL INTENSITY AND TIME FOR OF CONCENTRATION RATIO 2 STREAMS. CONFLUENCE FORMULA USED ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intenslt F p(FM) Ap Ae (ACRES) HEADWATER NODE NUMBER (CFS) (MIN.) (INCH/HR� (INCH/HR) 0.80( 0 44) 0.55 6.8 5.00 1 22.50 10.45 2 22.72 11-18 4.052 3.890 0.90( 0:44) 0.55 7.2 8.1 7.00 3.00 3 22.39 13.44 22.24 13.71 3.485 3.442 0.80( 0 44) 0.55 0.80( 0:44) 0.55 8.1 1.00 4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: = 22.72 TC(MINJ 11.18 PEAK FLOW RATE(CFS) EFFECTIVE AREA(ACRES) = 7.20 AREA -AVERAGED FM(INCH/HR) 0.55 = 0.44 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED AP = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 8.1 2.00 785.00 FEET. 1.00 TO NODE END OF STUDY SUMMARY: TOTAL AREA(ACRES) 8.1 11.18 TC(MIN.) = I FM(INCH/HR)= 0.44 EFFECTIVE AREACACRES) Fp(INCH/HR) = 7.20 0.80 AREA-AVERAGEC AREA -AVERAGED Ap = 0.553 AREA -AVERAGED PEAK FLOW RATE(CFS) 22.72 ** PEAK FLOW RATE TABLE ** TC intensity FPCFM) Ap Ae HEADWATER STREAM Q NUMBER CCFS) (MIN.) (INCH/HR) (ACRES) (INCH/HR) 6.8 0.80( 0 44) 0.55 NODE 5.00 1 22.50 10.45 2 22.72 11.18 4.052 3.8 90 0.4190( 0:44) 0.55 7.2 8.1 7.00 3.00 3 22.39 13.44 22.24 13.71 3.485 3.442 0 80( 0.1 W 0.55 0:80( 0.44) 0.55 8.1 1.00 4 END OF RATIONAL METHOD ANALYSIS K IPage 7 JUL 2 5 2007 -A-- DIRECTION OF FLOW z 0 0 �.4 144 (::1 0 z 0 0 44 A TRIBUTAR:Y AREA MAP EXISTING 15 STORM DRAIN RANDALL AVENUE DIRECTION 3 —OFFLOW— "f 1 43�,. LOT V 7 0 U b c) ol 14 13 62.3 PAD 63.7 PAD 15 60.7 PAD 11 ,21AC DILL LANE . .... ........... r 12 A� 591 PAD ... . . . . . .......... 58.1 PAD r 10 58.1 PAD 9 VD 57.5 PAD <11 0 u 8 57.5 PAD LANE t 44! A=2,91A N 7 57.0 PAD 56.5 PAD Z El PREPAI Hill "Xn TRACT- 16658 CT liq llll�� IT Y OF FONTANA OLC7 LEGEND 0—' NODE # 0 a mmmmovo & 0 ===ANN a o fLOWLINE I'LOWLINE LENGTH A=2.2 AC 5U13 AREA SCALE: 1 `--40' 0 40 80 120 POST -DEVELOPMENT JUL 2 2007