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HomeMy WebLinkAboutPM 16537 Nissan HYDROLOGY AND HYDRAULIC STUDY FOR FONTANA NISSAN TENTATIVE PARCEL MAP NO. 16537 16444 SOUTH HIGHLAND AVENUE FONTANA, CALIFORNIA 92335 Prepared For: WPE REAL ESTATE, LLC 257876 THE OLD ROAD, SUITE 180 STEVENSON RANCH, CA 91381 Prepared By: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. Kaiser Boulevard Anaheim Hills, CA 92808 (714) 685 -6860 eiko • S k March 8, 2004 Q Revised April 13, 2004 ` 179 Ca on Revised May 25, 2004 * Exp. 03/31/06 /1 v, DRC Project No. 03 -637 diAt%\)6\\' HYDROLOGY STUDY FONTANA NISSAN — FONTANA, CALIFORNIA TABLE OF CONTENTS SECTION 1.0 NARRATIVE Introduction Project Description E Hydrology Methodology Summary 1 SECTION 2.0 HYDROLOGIC INFORMATION SECTION 3.0 EXISTING HYDROLOGY CALCULATIONS E EXISTING HYDROLOGY MAP SECTION 4.0 PROPOSED HYDROLOGY CALCULATIONS PROPOSED HYDROLOGY MAP SECTION 5.0 DETENTION BASIN HYDROGRAPHS SECTION 6.0 DETENTION BASIN SIZING / OUTLET REPORTS SECTION 7.0 CATCH BASIN & GUTTER SIZING CALCULATIONS SECTION 8.0 PARKWAY CULVERT SIZING CALCULATIONS DRC �s OR 3637 Hydrology report.doc HYDROLOGY STUDY FONTANA NISSAN — FONTANA, CALIFORNIA SECTION 1.0 NARRATIVE Introduction Project Description Hydrology Methodology Summary 3637 Hydrology report.doc HYDROLOGY STUDY FONTANA NISSAN — FONTANA, CALIFORNIA Introduction The Fontana Nissan Project Site is approximately 6.13 acres and is located on 16444 South Highland Avenue in the City of Fontana. Currently, there is an existing developed area consists of three existing sheds and a concrete pad covering a total of 17,458.77 square feet with an access road in the northeast corner of the site. The other portion of the site is vacant with minimal vegetation. The proposed improvement consists of the development of one building for commercial use with asphalt parking lots, underground utilities and various landscape areas. The Vicinity Map and Site Plan are in Section 2 of this report. Project Description Existing Site Conditions. The site topography is uniformly sloped from the northeast to the southwest. The entire area is approximately 92% pervious under existing conditions. The majority of the runoff percolates into the dirt area. Any remaining excess flow drains overland into South Highland Avenue. Proposed Site Development The proposed Site is about 94% impervious covered by a new building, asphalt parking lots, concrete walkways and landscape areas. Most portions of the Project Site drains through proposed on -site gutters into on -site inlets. The storm water collected from these portions of the site, approximately 5.95 acres, is detained on the site in three underground detention basins consisted of 48 -inch and 60 -inch High Density Polyethylene (HDPE) pipes in various lengths. The ultimate discharge point for each proposed detention basin will be an orifice that conveys flows and drains the outflows from the detention basin into a discharge pipe that carries outflows across the site and eventually drains into a proposed parkway culvert in the southwest corner of the site and into South Highland Avenue. Runoff generated from the area around the two entrances, approximately 0.2 acres, sheet flows into South Highland Avenue. Refer to the Proposed Hydrology Map. A future public storm drain will be constructed downstream of the site and will relieve the flooding condition downstream. In the interim period prior to the construction of the subject public storm drain, detention basins are required to be constructed onsite to reduce developed storm water discharges to rates equal to the existing conditions peak storm water discharge rates. Three detention basins will be constructed and be designed to reduce the discharges from the r project site to levels required. Hydrology Methodology On -site storm drain facilities are designed to handle the 5 -year storm event. The 2- and 5- year storm event analysis was performed for the pre and post developed site conditions to size the on- site detention basin as discussed with the City of Fontana City Engineers since a public storm drain will be constructed downstream of the site to relieve the flooding condition. Time of concentration, peak runoff values, and detention basin inflow hydrographs for the site were developed using Advanced Engineering Software's (AES) Rational Method Hydrology Computer Program Package for San Bernadino County. Detention Basin outlet and outflow analysis was performed using Hydraflow for Hydrographs, version 6.0, by Intellisolve. t DRC 1 3637 Hydrology M)ort.doc HYDROLOGY STUDY FONTANA NISSAN — FONTANA, CALIFORNIA 1 J 1 C 0 d L�11 C 1 To reduce developed conditions storm water runoff to the existing condition rates, detention facilities will be utilized to temporarily detain the difference in pre versus post developed runoff rates. Detention pipes will be located on the southeastern, southwestern, and northwestern portions of the site. The reduced detained flow from the project site and the un- detained site flows will discharge into the gutter on South Highland Avenue at rates equal to or less than the existing conditions. Design and analysis of proposed drainage and detention facilities will include the following steps. The existing and proposed runoff amounts generated by the tributary drainage areas are first calculated (see Sections 3.0 and 4.0 respectively). Once the existing and proposed flow rates are found, the difference between the existing flow rates and the proposed flow rates for the site determine the detention requirements and reduction of runoff necessary for the site. The pipes used as detention basins are drained by circular orifices varying from 4" to 6 Catch basin sizes were determined using the weir equation. For depths less than 8" at the catch basins, the weir equation was applied. When depths in excess of 8" were found using the weir equation, the orifice equation was used to calculate the catch basin sizes. Summary The following table summarizes the results of the Project Site existing conditions analysis, proposed conditions analysis, and required detention. Project Site— Refer to Sections 3.0 and 4.0 for Calculations Storm Year Ex. Conditions Peak Runoff cfs Prop. Conditions Peak Runoff cfs Total Required Stora a cfs 2 3.37 12.10 8.73 5 5.96 16.28 10.32 The detention basins are designed to reduce the peak inflow to levels equal to or less than the allowable outflow. Storm water from the southeastern portion of the site (Area C) is collected by the proposed inlet in the area and drains into the detention basin consists of two 187.5 -ft 60" HDPE pipes that has a 6 -inch orifice at the bottom of the basin connecting to the discharge pipe. Storm water in the northwestern portion of the site (Area E) drains into the proposed inlet and into the detention basin consists of two 100 -ft 60" HDPE pipes that has a 4" circular orifice at the bottom of the basin. The southwestern portion of the site (Area F) drains into the proposed inlet and into the detention basin consists of two 135 -ft 48" HDPE pipes that has a 5" orifice at the bottom of the pipe. In a 2- or 5 -year storm event, detained runoff from the site will outflow from the orifices into the discharge pipe and into South Highland Avenue through the proposed parkway culvert. Runoff from Drainage Areas D, G1 and G2 is not detained and drains directly into the gutter on South Highland Avenue. The following table is a summary of the inflow and outflow from the basin. Detention Basin — Refer to Sections 5.0 and 6.0 for Illustrations and Calculations 3637 Hydrology report.doc HYDROLOGY STUDY FONTANA NISSAN — FONTANA, CALIFORNIA Fli Sub -area Area acres 2 cfs 5 cfs C 2.85 5.38 7.24 E 1.28 2.56 3.45 F 1.19 2.35 3.16 Basin Peak Inflow 10.29 13.85 Area Tributa ry to Area C E and F 5.32 acres D 0.62 1.28 1.72 GI 0.09 0.24 0.32 G2 0.11 0.29 0.39 Area Tributary to Area D G1 and G2 0.82 acres Total Q from Proposed Site 12.10 1 16.28 Q Allowed to Discharge to South Highland 3.37 5.96 Avenue Design Peak Outflow to South Highland 3.37 4.26 Avenue (cfs) In conclusion, through the incorporation of the on -site detention basin utilized to reduce on -site runoff rates from the project site, the total storm water runoff rate meets the allowable runoff rates calculated. u n r� C I i DRC 9s 1 3637 Hydrology report.doc HYDROLOGY STUDY FONTANA NISSAN — FONTANA, CALIFORNIA r r r SECTION 2.0 HYDROLOGIC INFORMATION r r 1 r DRC 91L 3637 Hydrology report.doc i i e c a Curve (1) Numbers of Hydrolotic Soil -Cover Complexes For Pervious Areas -AMC lI Poor 37 Quality of Soil rouD Cover Type (3) Cover (2) Fair 44 63 77 NATURAL COVERS - 1 Good 33 3E 72 Barren URBAN COVERS - 78 a6 91 93 (Rockland, eroded and graded land) Residential or Commercial Landscaping Good 32 36 69 Chaparral. Broadleaf Poor 53 70 80 93 (Manzonita, ceanothus and scrub oak) Fair 40 63 73 81 97 Good 31 37 71 71 Chaparral, Narrowleaf Poor 71 92 U 91 (Chamise and redshank) Fair 33 72 E1 li6 Grass, Annual or Perennial Poor 67 7E 96 39 Fair 30 69 79 94 Good 3E 61 74 90 Meadows or Cienegas Poor 63 77 83 as (Areas with seasonally high water table, Fair 31 70 30 84 principal vegetation is sod forming grass) Good 30 33 71 79 Open Brush (Soft wood shrubs - buckwheat, sage, etc.) Poor Fair 62 46 76 66 94 77 U 93 Good 41 63 73 31 Woodland Poor 43 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 30 percent.) Good 23 33 . 70 77 Woodland, Grass Poor 37 73 92 96 (Coniferous or broadleaf trees with canopy Fair 44 63 77 92 density from 20 to 30 percent) Good 33 3E 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 36 69 73 (Lawn, shrubs, etc.) Turf Poor 3E 74 E3 97 (Irrigated and mowed grass) Fair 44 63 77 92 Good 33 3E 72 79 AGRICULTURAL COVERS - Fallow 77 E6 91 94 (Land plowed but not tilled or seeded) SAN BERNARDINO COUNTY I CURVE NMKR3 FOR HYDROLOGY MANUAL PERVKM AREM Figure C-3 (I of 2) TABLE C.2. Fm (in /hr) VALUES FOR TYPICAL COVER TYPES SOIL GROUP COVER TYPE A A B C O NATURAL: Barren 1.0 0.41 0.27 0.18 0.14 Row Crops (good) 1.0 0.59 0.41 0.29 0.22 Grass (fair) 1.0 0.82 0.56 0.40 0.31 Orchards (fair) 1.0 0.88 0.62 0.43 0.34 Woodland (fair) 1.0 0.95 0.69 0.50 0.40 URBAN: t Residential (1 DU /AC) 0.80 0.78 0.60 0.45 0.37 Residential (2 DU /AC) 0.70 0.68 0.53 0.39 0.32 Residential (4 DU /AC) 0.60 0.58 0.45 0.34 0.28 Residential (10 DU /AC) 0.40 0.39 0.30 0.22 0.18 Condominium 0.35 0.34 0.26 0.20 0.16 Mobile Home Park 0.25 0.24 0.19 0.14 ' 0.12 Apartments 0.20 0.19 0.15 0.11 0.09 Commercial /Industrial 0.10 0.10 0.08 0.06 0.05 NOTES: (1) Recommended a values from Figure C -4 (2) AMC II assumed for all Fm values (3) CN values obtained from Figure C -3 (4) DU /AC= dwelling unit per acre C -16 I� Land Use (1) Natural or Agriculture Public Park School Single Family Residential: (3) 2.5 acre lots 1 acre lots 2 dwellings /acre 3 -4 dwellings /acre 5 -7 dwellings /acre 8 -10 dwellings /acre More than 10 dwellings /acre Multiple Family Residential: Condominiums Apartments Mobile Home Park Commercial, Downtown Business or Industrial ACTUAL IMPERVIOUS COVER Range - Percent 0 - 0 10 - 25 30 - 50 Recommended Value For Average Conditions - Percent (2) 0 15 40 t t 1 1 L 5 - 15 10 10 - 25 20 20 - 40 30 30 - 50 40 35 - 55 50 50 - 70 60 65 - 90 80 45 - 70 65 65 - 90 80 60 - 83 75 80 - 100 USE AS Notes: jMPC�WUS 1 NPUT 1 Nib AL5 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental gravels underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase impervious area 5 percent over the values recommended in the table above. SAN BERNARDINO COUNTY ACTUAL IMPERVIOUS COVER FOR HYDROLOGY MANUAL DEVELOPED AREAS MA W& c -A f VR D 1. e ... all 'n 4 w A f q: y • •X: x i ,L y �n % r T r f' j _ 7" T . it 4t 1p ; t= .7 .7 F, SAN BERNARDINO COUNTY HYDROLOGY MANUAL te ..7 a fir: K. Ir t. - A - Z. P A l X Z :4 v iwa % r. - ii J - MM .5 r _ SAN BERNARDINO COUNTY HYDROLOGY MANUAL te ..7 a fir: K. Ir t. - A - Z. P A l X INDEX MAP V. VARc. j wP D ;N. -z4r.�j wn�A� k( 1( p. m o N - - ly S'li.. '�N J ti I _\ �- a` t of ' �Y k. 1 w, - L wt v r. k2-1 Q' is o i. _."tRZI, 01- R A, 4"t ?If ­131 . .1 ., 1 " RCE EYL!0e M� -S VEOLOOT" MAP I-: CE Wcstsu,�Ry. ;SOURCE yr k" Z- i�.' WKS 01 'Til, Z e � 1, 5, vy tS 4. - 4. A i u 7' IL .. .... ....... ... ....... L; :T Jam Ez 3 Z ;.1 . n ti ru 01111L - L-r 1j j -8 j "Z I .tea r o. ­j 71 ==3 vx rTy�? n 2� A- A J W: W 4P LEGEND SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION BOUNDARY OF INDICATED SOURCE - 7 - T . ... . .... - ?L v . FbKFARA HPS son C, Ko UP A SCALE - 1 SCALE REDUCED BY 112 H YDROLOGiC SOILS r-Dn"D MA P C-26 FOR SOUTHWEST—A AREA FIGURE C-13 iwa ME: d - ii J - MM .5 • _ h c-, I C4. ----c-.* WE • Eta C-41 INDEX MAP V. VARc. j wP D ;N. -z4r.�j wn�A� k( 1( p. m o N - - ly S'li.. '�N J ti I _\ �- a` t of ' �Y k. 1 w, - L wt v r. k2-1 Q' is o i. _."tRZI, 01- R A, 4"t ?If ­131 . .1 ., 1 " RCE EYL!0e M� -S VEOLOOT" MAP I-: CE Wcstsu,�Ry. ;SOURCE yr k" Z- i�.' WKS 01 'Til, Z e � 1, 5, vy tS 4. - 4. A i u 7' IL .. .... ....... ... ....... L; :T Jam Ez 3 Z ;.1 . n ti ru 01111L - L-r 1j j -8 j "Z I .tea r o. ­j 71 ==3 vx rTy�? n 2� A- A J W: W 4P LEGEND SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION BOUNDARY OF INDICATED SOURCE - 7 - T . ... . .... - ?L v . FbKFARA HPS son C, Ko UP A SCALE - 1 SCALE REDUCED BY 112 H YDROLOGiC SOILS r-Dn"D MA P C-26 FOR SOUTHWEST—A AREA FIGURE C-13 J - C -11 C-2 SAN BERNARD 0 COUNTY N h c-, I C4. ----c-.* C-41 INDEX MAP V. VARc. j wP D ;N. -z4r.�j wn�A� k( 1( p. m o N - - ly S'li.. '�N J ti I _\ �- a` t of ' �Y k. 1 w, - L wt v r. k2-1 Q' is o i. _."tRZI, 01- R A, 4"t ?If ­131 . .1 ., 1 " RCE EYL!0e M� -S VEOLOOT" MAP I-: CE Wcstsu,�Ry. ;SOURCE yr k" Z- i�.' WKS 01 'Til, Z e � 1, 5, vy tS 4. - 4. A i u 7' IL .. .... ....... ... ....... L; :T Jam Ez 3 Z ;.1 . n ti ru 01111L - L-r 1j j -8 j "Z I .tea r o. ­j 71 ==3 vx rTy�? n 2� A- A J W: W 4P LEGEND SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION BOUNDARY OF INDICATED SOURCE - 7 - T . ... . .... - ?L v . FbKFARA HPS son C, Ko UP A SCALE - 1 SCALE REDUCED BY 112 H YDROLOGiC SOILS r-Dn"D MA P C-26 FOR SOUTHWEST—A AREA FIGURE C-13 .. R W - - - - -} - - - r -- -- - YALLEr + I r r y `l W I i I I R 6 W I R 5 f a I 1 ,: ,� T4N - - - - I AN M(..n• IIT•5D ,p•: I I I . I I 4W I rlT.11s N R2W( RIW ' \'. ;` RIE ° �►.• R2E - — T- — - 4 1 I I • I I I I I 7• NESPERIA ___ 1Df-yJ '- - -L -�-.. 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"'"'•''., _ CRESTMOR[ t - - •o•o • sln w( .R PS ,O'• .'..` C o:. J^` ' �' e ' I A '-C(r ' . ? 1`•• JuNOFA I ^' • �•'� I I 3 BRAN TERR�E •• Yay. 1' T IP T a - 3pa- _'.°. I- - - - --� - `h � ` - - -- • e• ; I ` -- _ - -- -- Z - a.'� f �I —�• mod t % 1 \ I s } • ; !t - _ _� __ __ !AN ' BERNA DIND OUN� • "' _ 1 .e`••• w ` ••I �� '� RIE I I R E II i 45 T2S -� - - -I %' , 1 \ t RIV[RlIDE COUNT - I' i • I I I - _ __ o _ _ __ _ L _ I I J Ay .3••00' R S I D_ E IlE9 MMuyysY11 4 ••w• i 2 f - •.c.' .'I ~ ^ P - �•• - " -- - o • .o uo I ; I UI • I - SP r 1 I '} R4W • 5 I R3 R2W \'i l I t - r t -I -- I- -r a `�. ^�+,� _... *_ - -- - - - . 7 SAN BERNARDINO -COUNTY I FLOOD : CONTRO I TRI T �_ v A00 - i- I R 5 W I I I I • ' 1 IFL OO ROL` REDUCED ORt�,WI NG VALLEY - AREa T3S 1 - ISOHYETALS '• .• —F:— I— t p /� SCALE 1 iMILES Ylo — IO. YEAR. ' .r HOUR . J SAN BERNAR IN O COUNTY YASED ON U.SDC 'N�.AA ATLAS 2,197,3,, . 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Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ * 03 -637 FONTANA NISSAN * EXISTING HYDROLOGY CALCULATIONS * 2 -YEAR STORM EVENT +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FILE NAME: 3637X2.DAT TIME /DATE OF STUDY: 15:21 05/25/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.6835 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 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 +----------------------------------------------- -- ------------ ----- --- - - - - -+ EXISTING SUBAREA A I +----------------------------------------------------------- ---------- - - - - -+ +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - -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<< zx __- ____-___== za== zssxzzzsxxxzzzsxxxzzxzsxxzzsszzzssaxzzz INITIAL SUBAREA FLOW-LENGTH(FEET) 755.00 ELEVATION DATA: UPSTREAM(FEET) = 526.90 DOWNSTREAM(FEET) = 510.10 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.765 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.585 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 ".4 DWELLING /ACRE" A 4.94 1.00 0.90 17 14.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 4.94 PEAK FLOW RATE(CFS) = 3.05 I EXISTING SUBAREA B 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) = 625.00 ELEVATION DATA: UPSTREAM(FEET) = 526.00 DOWNSTREAM(FEET) = 520.40 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.422 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.487 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 ".4 DWELLING /ACRE" A 0.61 1.00 0.90 17 16.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 0.32 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.61 TC(MIN.) = 16.42 EFFECTIVE AREA(ACRES) = 0.61 AREA - AVERAGED FM(INCH /HR)= 0.90 AREA - AVERAGED Fp(INCH /HR) = 1.00 AREA-AVERAGED Ap = 0.90 PEAK =FLOW RATE( CFS)0= 32__________ _____ °____ °__________________ -_ END OF RATIONAL METHOD ANALYSIS L Ft"l RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 * *** * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 03 -637 FONTANA NISSAN * EXISTING HYDROLOGY CALCULATIONS * 5 -YEAR STORM EVENT FILE NAME: 3637X5.DAT TIME /DATE OF STUDY: 15:22 05/25/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 5.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 5.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9090 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 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 -------- ------------------------------------ -------- --- --- - - - - - -+ I EXISTING SUBAREA A ********************************************* * * * * * * * * * * * * * * * * * * * * * * ** * * *** ** 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) _= 755.00 = ELEVATION DATA: UPSTREAM(FEET) = 526.90 DOWNSTREAM(FEET) = 510.10 TC = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.765 ' * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 2.108 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 ".4 DWELLING /ACRE" A 4.94 1.00 0.90 17 14.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 5.37 TOTAL AREA(ACRES) = 4.94 PEAK FLOW RATE(CFS) = 5.37 EXISTING SUBAREA B +------------------------------------------------- --------- ----------- - - -- -+ El 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) = 625.00 ELEVATION DATA: UPSTREAM(FEET) = 526.00 DOWNSTREAM(FEET) = 520.40 n j 1 Tc - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 16.422 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 1.978 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 ".4 DWELLING /ACRE" A 0.61 1.00 0.90 17 16.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) 0.59 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 0.59 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.61 TC(MIN.) = 16.42 EFFECTIVE AREA(ACRES) = 0.61 AREA - AVERAGED FM(INCH /HR)= 0.90 AREA - AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.90 PEAK FLOW RATE(CFS) = 0.59 END OF RATIONAL METHOD ANALYSIS n j 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ' (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 * ** * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * 03 -637 FONTANA NISSAN * EXISTING HYDROLOGY CALCULATIONS * 10 -YEAR STORM EVENT ******************************************* * * * * * * * * * * * ** * * * * * * * * * * * * * * * * ** FILE NAME: 3637X10.DAT TIME /DATE OF STUDY: 15:23 05/25/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0504 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* 4 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) .a 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 --------------------- ---- --- ------------ ---- - - - --+ EXISTING SUBAREA A ---------- +---------------------------------------------------------------- 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) = 755.00 ELEVATION DATA: UPSTREAM(FEET) = 526.90 DOWNSTREAM(FEET) = 510.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.765 L +------------------------------------------------ ----- --------- ------- - - - - -+ I EXISTING SUBAREA B 1 ********* ************************************** * * * * * * * * * * * * * * * * * * * * * * * *,r,rw *• FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« << PR »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL - SUBAREA << --------- - - - - -- ____________________________________________________________________________ INITIAL SUBAREA FLOW- LENGTH(FEET) = 625.00 ELEVATION DATA: UPSTREAM(FEET) = 526.00 DOWNSTREAM(FEET) = 520.40 0 r� u 1 Ci 11 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 16.422 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.286 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 ".4 DWELLING /ACRE" A 0.61 0.98 0.90 32 16.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 0.77 - --- - - -- -- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.61 TC(MIN.) = 16.42 EFFECTIVE AREA(ACRES) = 0.61 AREA - AVERAGED FM(INCH /HR)= 0.88 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.90 PEAK FLOW RATE(CFS) = 0. END OF RATIONAL METHOD ANALYSIS * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.436 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 ".4 DWELLING /ACRE" A 4.94 0.98 0.90 32 14.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 6.93 TOTAL AREA(ACRES) = 4.94 PEAK FLOW RATE(CFS) = 6.93 +------------------------------------------------ ----- --------- ------- - - - - -+ I EXISTING SUBAREA B 1 ********* ************************************** * * * * * * * * * * * * * * * * * * * * * * * *,r,rw *• FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« << PR »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL - SUBAREA << --------- - - - - -- ____________________________________________________________________________ INITIAL SUBAREA FLOW- LENGTH(FEET) = 625.00 ELEVATION DATA: UPSTREAM(FEET) = 526.00 DOWNSTREAM(FEET) = 520.40 0 r� u 1 Ci 11 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 16.422 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.286 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 ".4 DWELLING /ACRE" A 0.61 0.98 0.90 32 16.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 0.77 - --- - - -- -- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.61 TC(MIN.) = 16.42 EFFECTIVE AREA(ACRES) = 0.61 AREA - AVERAGED FM(INCH /HR)= 0.88 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.90 PEAK FLOW RATE(CFS) = 0. END OF RATIONAL METHOD ANALYSIS u RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ' (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: E Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 Pq (714) 685 -6860 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 03 -637 FONTANA NISSAN * EXISTING HYDROLOGY CALCULATIONS * 25 -YEAR STORM EVENT go FILE NAME: 3637X25.DAT TIME /DATE OF STUDY: 15:23 05/25/2004 ----------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.2186 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 2.0; 0 0313 = 7 = 16 == 7 70150 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 ---- ---- - - - - -+ EXISTING SUBAREA A 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<< I INITIAL SUBAREA FLOW- LENGTH(FEET) 755.00 ELEVATION DATA: UPSTREAM(FEET) = 526.90 DOWNSTREAM(FEET) = 510.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.765 1 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.826 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 ".4 DWELLING /ACRE" A 4.94 0.98 0.90 32 14.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 8.66 TOTAL AREA(ACRES) = 4.94 PEAK FLOW RATE(CFS) = 8.66 +----------------------------------------------- ---------------------- - - - - -+ ' EXISTING SUBAREA B +--------------------------------------------------------- -- ---- --- --- - - - - -+ *************************** * * * * * * * * ** *** * ** ***** * ** * * ***,r ,r * * ** * * **** ** * * * * ** 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) = 625.00 ELEVATION DATA: UPSTREAM(FEET) = 526.00 DOWNSTREAM(FEET) = 520.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 16.422 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.652 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 ".4 DWELLING /ACRE" A 0.61 0.98 0.90 32 16.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 0.97 == END OF STUDY SUMMARY_______________________ _______________________________ TOTAL AREA(ACRES) = 0.61 TC(MIN.) = 16.42 EFFECTIVE AREA(ACRES) = 0.61 AREA - AVERAGED FM(INCH /HR)= 0.88 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.90 PEAK = FLOW _ RATE(= FS)0= 9?====___°__ __ °____________________________ END OF RATIONAL METHOD ANALYSIS C I� 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ' (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: ' Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 03 -637 FONTANA NISSAN * EXISTING HYDROLOGY CALCULATIONS * 100 -YEAR STORM EVENT ******************************************* * * * * * * * * * * * * * ** * * * * * * * * ** * * * * ** FILE NAME: 3637X100.DAT TIME /DATE OF STUDY: 15:24 05/25/2004 ----------------- -------------------- - USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------ --- - - - - -- -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 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) 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 +- --- -- -- - - -- ---------------------- -------- ---- ------------ - - - --+ EXISTING SUBAREA A +-------------------------------------------------- ------------ ------- - - - --+ -- 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) = 755.00 ELEVATION DATA: UPSTREAM(FEET) = 526.90 DOWNSTREAM(FEET) = 510.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.765 I u 1 1 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.595 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 ".4 DWELLING /ACRE" A 4.94 0.80 0.90 52 14.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 12.80 TOTAL AREA(ACRES) = 4.94 PEAK FLOW RATE(CFS) = 12.80 ----------- - - - --+ ' EXISTING SUBAREA B ----------- ---- -+ FLOW PROCESS FROM NODE 3.00 4.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH INITIAL SUBAREA<< - - - - -- = FOR - -- - --------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 625.00 ELEVATION DATA: UPSTREAM(FEET) = 526.00 DOWNSTREAM(FEET) = 520.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.422 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.373 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 ".4 DWELLING /ACRE" A 0.61 0.80 0.90 52 16.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 1.46 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 0.61 TC(MIN.) = 16.42 - EFFECTIVE AREA(ACRES) = 0.61 AREA - AVERAGED Fm(INCH /HR)= 0 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.90 -- PEAK - FLOW - RATE( CFS)1° 46__________ ___________________ °______ ° °___ END OF RATIONAL METHOD ANALYSIS u 1 1 E C Ih E CL V) U) Z 00� Uj i— X Uwj 522.3 U 522.1 - —* 7-- 4 Au:— — 6.00 A Ph, — — — — — — — — — — — — — — — — — — — -- — — — — — — — 0.67 AC CL 77! 0 EL�= i 51 5' 52 CD CN Lr) C"I k i A 5EO' 7 (D LJ M j / GN w E CL DRAINAGE AREA 02 (CFS) Q5 (CFS) A 3.05 5.37 B 0.32 0.59 TOTAL 3.37 5.96 - -- ----- 14.1 �AC (D 411 0 C14 0 J, 7 LLJ > < < li LEaW -C x EL=51 0.10 2 5: / ' %� 'iQ � /' SUBAREA ACREAGE ............. L L5: 0 0 -0 ........... PROPERTY LINE 5171 DRAINAGE AREA co V - — ------- — 0 FONTANA NISSAN, TENTATIVE PARCEL MAP NO. 16537 O O EXISTING HYDROLOGY MAP O 0 C*4 FONTANA, CALIFORNIA Development Resource Consultants,, Inc. DFIC -- I En gineering • Land Surveying • Land Planning < SCALE: 1"=60 8175 EAST KAISER BOULEVARD z i �j ANAHEIM HILLS, CA 92808 (714) 685-6860 —i 1 HYDROLOGY STUDY I r, L_ FONTANA NISSAN — FONTANA, CALIFORNIA SECTION 4.0 g C r, 1 1 1 t 1 PROPOSED HYDROLOGY CALCULATIONS PROPOSED HYDROLOGY MAP DRC 91L 3637 Hydrology report.doc 1 r xxxxxx RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxxxxxxx * 03 -637 FONTANA NISSAN * PROPOSED HYDROLOGY CALCULATIONS * 2 -YEAR STORM EVENT xxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx *xxxxxxxxxxxxxxxxxxxxx FILE NAME: 3637P2.DAT TIME /DATE OF STUDY: 19:28 03/03/2004 ----------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.6835 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 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 +---------------------------------------------------- --------- -------- - - - - -+ PROPOSED SUBAREA C 1 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx -- FLOW - PROCESS - FROM - NODE - - -- 21.00 - TO - NODE - - -- - 22.00 IS CODE = 21 » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 570.00 � Tc = K *[(LENGTH ** 3.00) 1(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.559 1 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.199 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 2.85 1.00 0.10 17 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 5.38 TOTAL AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) = 5.38 +----------------------------------------------------------- ---------- - - - - -+ PROPOSED SUBAREA D FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -_ >> USE - TIME -OF- CONCENTRATION_ NOMOGRAPH _ FOR _ INITIAL_ SUBAREA<< --------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 310.00 ELEVATION DATA: UPSTREAM(FEET) = 518.67 DOWNSTREAM(FEET) = 515.25 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.428 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.394 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 0.62 1.00 0.10 17 7.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) = 1.28 +--------------------------------------------- ------------------------ -- - - -+ PROPOSED SUBAREA E - - FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - - >>USE - TIME -OF- CONCENTRATION - NOMOGRAPH - FOR - INITIAL - SUBAREA << ------- -- -- -- -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 385.00 ELEVATION DATA: UPSTREAM(FEET) = 520.50 DOWNSTREAM(FEET) = 515.37 1 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.801 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.325 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 1.28 1.00 0.10 17 7.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.56 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 2.56 +---------------------------------------------- --- -- ------------ ------ - - - --+ PROPOSED SUBAREA F ********************************************* * * * * * * ** * * ** * * * * * * * * * ** * * * * * * ** 1 li -- FLOW - PROCESS - FROM - NODE 51.00 TO NODE 52.00 IS CODE = 21 ---- ------- ---- -------------------------------------------------------- _ ->> » > RATIONAL_METHOD- INITIAL_RAP SUB ANALYSISTI «< » SUB AREA----- ---- -- - -- - -- USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL AREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 518.67 DOWNSTREAM(FEET) = 513.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.969 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.295 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 1.19 1.00 0.10 17 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) = 2.35 ------------------------------------------------------ PROPOSED SUBAREA G1 +--------------------------------------------- ------------ -- ---- ------ - - - - -+ FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - - >>USE_ TIME -OF- CONCENTRATION - NOMOGRAPH - FOR - INITIAL - SUBAREA<< --------- - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 105.00 ELEVATION DATA: UPSTREAM(FEET) = 517.20 DOWNSTREAM(FEET) = 515.18 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 3.036 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 0.09 1.00 0.10 17 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) = 0.24 +--------------------------------------------------------- --------- --- -- - - -+ PROPOSED SUBAREA G2 +------------------------------------------------------------ ********************************************* * * * * * * * * -- ------- - - - - -+ * * * * * * * * * * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 ---------------------------------------------------------------------------- RATIONAL METHOD AP ANALYSISTIAL< » USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA << EA« __>> _INITIAL _SUBAREA INITIAL SUBAREA FLOW- LENGTH(FEET) = 165.00 ------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 517.60 DOWNSTREAM(FEET) = 512.54 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 3.036 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 0.11 1.00 0.10 17 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 1.00 I SUBAREA RUNOFF(CFS) = 0.29 it 0 1 t TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.29 END OF STUDY SUMMARY: ' TOTAL AREA(ACRES) - 0.11 TC(MIN.) = 5.00 EFFECTIVE AREA(ACRES) = 0.11 AREA - AVERAGED Fm(INCH /HR)= 0.10 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.10 -- PEAK - FLOW - RATE( CFS)0= 29__________ _______________ °_____ °_____ °___ END OF RATIONAL METHOD ANALYSIS it 0 1 t * x**** x***** x xxxxx xxxxxx xxxxxx.xxxxxxxxxxxxxxxxxxxxxx RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxxxxxxx * 03 -637 FONTANA NISSAN * PROPOSED HYDROLOGY CALCULATIONS * 5 -YEAR STORM EVENT *** x*** x**** x* xxx xxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx - - FILE NAME - 3637P OF STUDY: TIME /DAT 19:2 E DY: 19:29 03/03/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 5.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 5.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9090 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 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 - ----- - - - - -+ PROPOSED SUBAREA C xxxxxxxx: xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM - NODE - - - -- 21.00 - TO - NODE - - - -- 22.00 - IS - CODE = 21 » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS —<< << >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 526.50 DOWNSTREAM(FEET) = 516.03 Tc = K *[(LENGTH ** 3.00) 1(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.559 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 2.924 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 2.85 1.00 0.10 17 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 7.24 TOTAL AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) = 7.24 +-------------------------------------------- --------- -------------- -- - - - - -+ PROPOSED SUBAREA D x**** xxxxxx** xx** xx**** x xxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxx - - FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL - SUBAREA << --------- - - - - -- ------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 310.00 ELEVATION DATA: UPSTREAM(FEET) = 518.67 DOWNSTREAM(FEET) = 515.25 +-------------------------------------------- -------- -------- --------- - - - - -+ PROPOSED SUBAREA F +--------------------------------------------- ------ -------------- -- -- -- - - -+ xx xxxxxx. xx xxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxx I Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.428 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 3.184 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN Tc (MIN.) COMMERCIAL A 0.62 1.00 0.10 17 7.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) = 1.72 +-------------------------------------------- ------- ------- ----- ---- -- - - - - -+ PROPOSED SUBAREA E +---------------------------------------------- ----------------------- - - - - -+ x xxx xxxxxxxxxx xxxxxxxxxxxx xxxxxxxxxxxxxxxx• xx x.xxxxxxxxx•xxxxxxxxxxxxxxxxxxx PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 - - FLOW >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL - SUBAREA << --------- --- ---------------------- - - - - -- - INITIAL SUBAREA FLOW- LENGTH(FEET) 385.00 - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 520.50 DOWNSTREAM(FEET) = 515.37 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.801 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 3.092 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN Tc (MIN.) COMMERCIAL A 1.28 1.00 0.10 17 7.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.45 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 3.45 +-------------------------------------------- -------- -------- --------- - - - - -+ PROPOSED SUBAREA F +--------------------------------------------- ------ -------------- -- -- -- - - -+ xx xxxxxx. xx xxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxx I FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ----------------------------------------------------------------------- - - >>US> RATIONAL - METHOD - INITIAL - SUBAREA ANALYSISTIA < SUBARE » -------- ---- - - - - -- USE TIME -OF- CONCENTRATION NOMOGRAPH H FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 518.67 DOWNSTREAM(FEET) = 513.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.969 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 3.052 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 1.19 1.00 0.10 17 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.16 TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) = 3.16 +-------------------------------------------------------------------------- PROPOSED SUBAREA G1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** *** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 --------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< _ >>USE_TIME OF- CONCENTRATION NOMOGRAPH _ FOR _ INITIAL - SUBAREA << -- -- ----- - - -- -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 105.00 ELEVATION DATA: UPSTREAM(FEET) = 517.20 DOWNSTREAM(FEET) = 515.18 vi TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 tw SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 4.037 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 0.09 1.00 0.10 17 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 E SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.09 PEAK FLOW RATE (CFS) = 0.32 ------------------------------------- -- ------ --- -------- - - - - -+ s`, PROPOSED SUBAREA G2 i -- --- ---- - - - - -+ +---------------------------------------------- ------- ------- ************* ********************************** * * * * * * * * * * * * * * * ** * ** * *,t * *,t * ** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 ---------------------------------------------------------------- - ->> » > RATIONAL METHODINITIAL_ SUBAREA - ANALYSISTI « < » USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 165.00 ELEVATION DATA: UPSTREAM(FEET) = 517.60 DOWNSTREAM(FEET) = 512.54 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 4.037 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 0.11 1.00 0.10 17 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 fl L C ril u Fl iu SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.39 ------------------------ ---------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 0.11 TC(MIN.) = 5.00 EFFECTIVE AREA(ACRES) = 0.11 AREA - AVERAGED Fm(INCH /HR)= 0.10 AREA - AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.10 == PEAK - FLOW - RATE( CFS)0= 39__________ _______________________________ END OF RATIONAL METHOD ANALYSIS L C ril u Fl iu L' L RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ' (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 03 -637 FONTANA NISSAN * PROPOSED HYDROLOGY CALCULATIONS * 10 -YEAR STORM EVENT = = FILE NAMEc P10 D STUDY: 19:____________________ _______________________________ TIME /DATE OF ST 19:29 03/03/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0504 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 .; 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 +-------------------------------------------------------- ----- ----- --- - --- -+ PROPOSED SUBAREA C -- FLOW - PROCESS FROM NODE - - - -- 21.00 - TO - NODE - - - -- 2 - IS - CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 526.50 DOWNSTREAM(FEET) = 516.03 ' Tc = K *[(LENGTH ** 3.00) 1(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.559 11 i * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.379 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 2.85 0.98 0.10 32 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 ' SUBAREA RUNOFF(CFS) = 8.42 TOTAL AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) = 8.42 PROPOSED SUBAREA D **************************************************************************** -- FLOW - PROCESS - FROM - NODE - - -- 31_00 - TO - NODE - - - -- 32.00 - IS - CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 310.00 ELEVATION DATA: UPSTREAM(FEET) = 518.67 DOWNSTREAM(FEET) = 515.25 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.428 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.679 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 0.62 0.98 0.10 32 7.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) = 2.00 PROPOSED SUBAREA E - - FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 385.00 ELEVATION DATA: UPSTREAM(FEET) = 520.50 DOWNSTREAM(FEET) = 515.37 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.801 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.572 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.28 0.98 0.10 32 7.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 4.00 +--------------------------------------------- ----- ----- ---- ---------- - - - --+ PROPOSED SUBAREA F 1 V 0 ' FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS- <<< -- USE TIME-OF-CONCENTRATION NOMOGRAPH - FOR - INITIAL - SUBAREA<< --------- - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 518.67 DOWNSTREAM(FEET) = 513.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.969 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.527 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.19 0.98 0.10 32 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.10 SUBAREA RUNOFF(CFS) = 3.67 TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) = 3.67 +----------------------------------------------------- --------- ---- --- - - - - -+ PROPOSED SUBAREA G1 --------------------------------------------------------------------- - - - - -+ FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « << >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL - SUBAREA << --------- - - - - -- ------------------------------------ INITIAL SUBAREA FLOW- LENGTH(FEET) = 105.00 ELEVATION DATA: UPSTREAM(FEET) = 517.20 DOWNSTREAM(FEET) = 515.18 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.665 OR SUBAREA Tc AND LOSS RATE DATA(AMC II): mi DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.09 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 Ell SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) = 0.37 I PROPOSED SUBAREA G2 1 ---- ---- - - -- -+ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 ---------------------------------------------------------------------------- >>USNAL METHOD INITIAL SUBAREA ANALYSISTIA < » USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- - - - - - INITIAL SUBAREA FLOW- LENGTH(FEET) = 165.00 ELEVATION DATA: UPSTREAM(FEET) = 517.60 DOWNSTREAM(FEET) = 512.54 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.665 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) COMMERCIAL A 0.11 0.98 0.10 CN (MIN.) 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 I Ft, m 0 H H u I L� SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.45 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 0.11 TC(MIN.) = 5.00 EFFECTIVE AREA(ACRES) = 0.11 AREA-AVERAGED Fm(INCH/HR)= 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) 0.45 END OF RATIONAL METHOD ANALYSIS Ft, m 0 H H u I L� RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * 03 -637 FONTANA NISSAN El * PROPOSED HYDROLOGY CALCULATIONS * 25 -YEAR STORM EVENT FILE NAME: 3637P25.DAT TIME /DATE OF STUDY: 19:30 03/03/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.2186 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 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 PROPOSED SUBAREA C ********************************************* * * * * * * * * * * * * * * * * * * * * * * ** ** * * * ** - - FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 526.50 DOWNSTREAM(FEET) = 516.03 ' TC = K *[(LENGTH * 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.559 0 P * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.920 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 2.85 0.98 0.10 32 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 9.81 TOTAL AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) = 9.81 +-------------------------------------------- ----------- ----- --------- - - - - -+ PROPOSED SUBAREA D - - FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 310.00 ELEVATION DATA: UPSTREAM(FEET) = 518.67 DOWNSTREAM(FEET) = 515.25 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.428 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.268 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 0.62 0.98 0.10 32 7.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) = 2.33 +------------------------------------------------ ----- ----- ----------- - - -- -+ PROPOSED SUBAREA E I to } I + - - FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -_ >>USE TIME -OF- CONCENTRATION NOMOGRAPH - FOR - INITIAL - SUBAREA << --- -- --- - - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 385.00 ELEVATION DATA: UPSTREAM(FEET) = 520.50 DOWNSTREAM(FEET) = 515.37 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.801 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.145 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.28 0.98 0.10 32 7.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.66 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 4.66 PROPOSED SUBAREA F I� 0 -- FLOW - PROCESS - FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---- ------- ------------------------------------------------------------- - ->> » > RATIONAL - METHOD - INITIAL - SUBAREA ANALYSISTI «< » - -BARE ------------ BABA -- USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 518.67 DOWNSTREAM(FEET) = 513.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.969 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.092 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.19 0.98 0.10 32 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) = 4.28 +----------------------------------------------- ----- -- ----- --------- -- - - - -+ PROPOSED SUBAREA G1 ---------------------------------------------- ----------------------- - - - - -+ ********************************************* * * * * **** ** * ** * * * * * * * * ** * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH - FOR - INITIAL - SUBAREA<< --- - - - - -- BABA -- ---------- ------------------- BABA -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 105.00 ELEVATION DATA: UPSTREAM(FEET) = 517.20 DOWNSTREAM(FEET) = 515.18 TC = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 5.412 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 0.09 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) = 0.43 +--------------------------------------------------------------------- - - - --+ PROPOSED SUBAREA G2 ----------------------------------------------- ------- ----- ---------- - - - - -+ ********************************************* * ** * * * ** * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 ---------------------------------------------------------------------------- - ->> » > RATIONAL - METHOD - INITIAL - SUBAREA APH SUB ANALYSISTI « < » AREA----- - - - - -- BABA -_ USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 165.00 ELEVATION DATA: UPSTREAM(FEET) = 517.60 DOWNSTREAM(FEET) = 512.54 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 5.412 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 0.11 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 1 0 f d I 1 I 1 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.53 --------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 0.11 TC(MIN.) = 5.00 EFFECTIVE AREA(ACRES) = 0.11 AREA - AVERAGED Fm(INCH /HR)= 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 == PEAK - FLOW - RATE( CFS)0= 53__________ __________________ °_______ °____ END OF RATIONAL METHOD ANALYSIS 0 f d I 1 I 1 1i 1 d xxxxxxxxxxxx xxxx xxxxxxx xxxxxxxx xx xx xx xxx xx xxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxx RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxxxxxxx * 03 -637 FONTANA NISSAN * PROPOSED HYDROLOGY CALCULATIONS " * 100 -YEAR STORM EVENT xxxxxxxx xxxxxxx xxxxxxxxx xxxx xxxxxxxxx x. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FILE NAME: 3637P100.DAT TIME /DATE OF STUDY: 19:30 03/03/2004 ----------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.040 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 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) --- ----- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- 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 +---------------------------------------------- ---------- ------- ----- - - - - - -+ I PROPOSED SUBAREA C 1 I +----------------------- -------------------------- -- -------- ------- --- - - - - - ******* ****** xxxxxxxxxxxxxxxxxxxxxxxxxx• xxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxx -- FLOW - PROCESS - FROM NODE 21.00 TO NODE - - -- 22_ - IS - CODE = 21 » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 526.50 DOWNSTREAM(FEET) = 516.03 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.559 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.986 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 2.85 0.80 0.10 52 8.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 12.59 TOTAL AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) = 12.59 +--------------------------------------------- ----------- --- --- ------- - --- -+ PROPOSED SUBAREA D ---------------------- - - ------------------------- -------------------- - - - - - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 310.00 ELEVATION DATA: UPSTREAM(FEET) = 518.67 DOWNSTREAM(FEET) = 515.25 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.428 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.429 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 0.62 0.80 0.10 52 7.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.98 TOTAL AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) = 2.98 +----------------------------------------------- ------------------- --- - - - - -+ PROPOSED SUBAREA E - - FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL - SUBAREA << -- ----- --- - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 385.00 ELEVATION DATA: UPSTREAM(FEET) = 520.50 DOWNSTREAM(FEET) = 515.37 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.801 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.272 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 1.28 0.80 0.10 52 7.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 5.98 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 5.98 +----------------------------------------------------- ---------------- - - - - -+ PROPOSED SUBAREA F i 1 Ll 1 C FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL - SUBAREA << ------- -- -- - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 518.67 DOWNSTREAM(FEET) = 513.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.969 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.204 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 1.19 0.80 0.10 52 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 5.49 TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) = 5.49 +--------------------------------------------------------------------- - - - - -+ PROPOSED SUBAREA G1 +--------------------------------------------------------------------- - - - - -+ FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 105.00 ELEVATION DATA: UPSTREAM(FEET) = 517.20 DOWNSTREAM(FEET) = 515.18 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.884 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 0.09 0.80 0.10 52 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) = 0.55 ----------------------------------- -- ------ -- ----- ------- -- - - - - -+ PROPOSED SUBAREA G2 I I +--------------------------------------------------- ------ ---- -------- - - - - -+ t �l t C FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL_ SUBAREA<< --------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 165.00 ELEVATION DATA: UPSTREAM(FEET) = 517.60 DOWNSTREAM(FEET) = 512.54 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.884 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 0.11 0.80 0.10 52 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 I I r I H Cl J I I I r - 1 d I I I I SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.67 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 0.11 TC(MIN.) = 5.00 EFFECTIVE AREA(ACRES) = 0.11 AREA-AVERAGED Fm(INCH/HR)= 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) 0.67 END OF RATIONAL METHOD ANALYSIS I r I H Cl J I I I r - 1 d I I I I C7 u- 0) C) 0 N 0 5� V) m 0 E a M In 04 C*11 C) C zj PROPOSED 0 270 FT 48* 0 DETENTION PIPE V) El .I-- E rn Z 0 u- z Lu 1 T EL- 41 PROPOSED gOO FT / D �EN'I`ION PIPE 'T 't24-7�t 77� 21 EL=526.506 1\ _ V 7 --Z c NISSAN (BUILDING 57 L=518.67 51 W A PROPOSED 6' DISCHARGE PIPE 7 PROPOSED 8-i 1 DItCRA9GE1 PIPE 1 1 0 EL=51 8.67 TTI 7 C AC) — 7 7 L -: E 517 20 0 PROPOSED 375 FT 60" DETENTION PIPE T �2 D r; I - � PIOE,F�, Mn. I ANGE n ow 4 --------------- EL=51,Z� \ELL=515.25 8 32 HI LAND AVENUE - S nN SCALE: 1"=60' DRAINAGE AREA Q2 (CFS) Q5 (CFS) C 5.38 7.24 D 1.28 1.72 E 2.56 3.45 F 2.35 3.16 G1 0.24 0.32 G2 0.29 0.39 TOTAL 12.10 1 16.28 1 i SUBAREA ACREAGE PROPERTY LINE DRAINAGE AREA — — — — — — — DRAINAGE SUBAREA FONTANA NISSAN, TENTATIVE PARCEL MAP NO. 16537 PROPOSED HYDROLOGY MAP FONTANA, CALIFORNIA DRC& Development Rmum Ceawtutk Ift CIA Enginewing - Land Surveying - Land Planning 8175 EAST KAISER BOULEVARD ANAHEIM HILLS. CA 92808 (714) 685—OW I HYDROLOGY STUDY FONTANA NISSAN — FONTANA, CALIFORNIA P-� t 0 H d1i i 1 r. n r SECTION 5.0 DETENTION BASIN HYDROGRAPHS 3637 Hydrology report.doc 1 1, h 1 1 1 t *Note: enter values unadjusted justed by depth -area factors 1 t SAN BERNARDINO COUNTY HYDROLOGY MANUAL E-28 Figure E-7 PROJECT: _ Tbt•(TflNq t tt5SAN DATE: 3 /4 - /Dq- MA-IN6Gf—: AREA G ENGINEER: J- N. 1. Enter the design storm return frequency (years) 2. Enter catchment lag ( Tc =8'.Sb h-4A 3. Enter the catchment area (acres) al 95 4. Enter basef low (cfs/square mile) p 5. Enter S -Graph proportions (decimal) Valley: Developed 1 0 Foothill Mountain o Valley: Undeveloped o Desert C, 6. Enter maximum loss rate, F (indt / hour) b. f0 7. Enter low loss fraction, Y (decimal) 0,06 8. Enter watershed area - averaged 5-minute point rainfall (inches)* 0��6 Enter watershed area - averaged 30- minute point .rain- fall (inches)* 0. Enter watershed area - averaged 1 -hour point rainfall (inches)* 0.70 Enter watershed area - averaged 3 -hour point rainfall () * =� Enter watershed area - averaged .6 -hour' point rainfall (inches)* I.So Enter watershed area - averaged 24 -hour point rainfall finches)* 3.Sn 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted justed by depth -area factors 1 t SAN BERNARDINO COUNTY HYDROLOGY MANUAL E-28 Figure E-7 i SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 G' RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 2.85 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 LOW LOSS FRACTION = 0.076 TIME OF CONCENTRATION(MIN.) = 8.56 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.53 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.70 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.25 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.80 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.50 ---- - --- -- ----- ----- ------------------ RUNOFF-FEET) TOTAL CATCHMENT RUNOFF - 0.69 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.14 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------- ------ ------Q ---------------------------------------------- -- 0.16 0.02 0.0000 0.00 Q 0.0000 0.17 0.0000 0.31 0.0020 0.17 Q 0.45 0.0039 0.17 Q 0.59 0.0059 0.17 Q 0.73 0.0079 0.17 Q 0.88 0.0099 0.17 Q 1.02 0.0119 0.17 Q 1.16 0.0139 0.17 Q 1.31 0.0160 0.17 Q 1.45 0.0180 0.17 Q 1.59 0.0201 0.17 Q 1.73 0.0221 0.18 Q 1.88 0.0242 0.18 Q 2.02 0.0263 0.18 Q 2.16 0.0284 0.18 Q 2.30 0.0305 0.18 Q 2.45 0.0326 0.18 Q 2.59 0.0347 0.18 Q 2.73 0.0368 0.18 Q 2.87 0.0390 0.18 Q 3.02 0.0412 0.18 Q 3.16 0.0433 0.18 Q 3.30 0.0455 0.19 Q 3.45 0.0477 0.19 Q 3.59 0.0499 0.19 Q G' I 3.73 0.0522 0.19 Q 3.87 0.0544 0.19 Q 4.02 0.0567 0.19 Q 4.16 0.0589 0.19 Q 4.30 0.0612 0.19 Q 4.44 0.0635 0.20 Q ` 4.59 0.0658 0.20 Q 4.73 0.0681 0.20 Q 4.87 0.0705 0.20 Q 5.01 0.0728 0.20 Q 5.16 0.0752 0.20 Q 5.30 0.0776 0.20 Q 5.44 0.0800 0.20 Q 5.59 0.0824 0.21 Q 5.73 0.0849 0.21 Q 5.87 0.0873 0.21 Q 6.01 0.0898 0.21 Q 6.16 0.0923 0.21 Q 6.30 0.0948 0.21 Q 6.44 0.0973 0.22 Q 6.58 0.0999 0.22 Q 6.73 0.1024 0.22 Q 6.87 0.1050 0.22 Q 7.01 0.1076 0.22 Q 7.15 0.1103 0.22 Q 7.30 0.1129 0.23 Q 7.44 0.1156 0.23 Q 7.58 0.1183 0.23 Q 7.73 0.1210 0.23 Q 7.87 0.1238 0.23 Q 8.01 0.1265 0.24 Q 8.15 0.1293 0.24 Q 8.30 8.44 0.1322 0.1350 0.24 0.24 Q Q 8.58 0.1379 0.24 Q 8.72 0.1408 0.25 Q 8.87 0.1437 0.25 Q 9.01 0.1467 0.25 .Q 9.15 0.1497 0.26 Q 9.29 0.1527 0.26 Q 9.44 0.1558 0.26 Q 9.58 0.1589 0.26 Q 9.72 0.1620 0.27 Q 9.87 0.1652 0.27 Q 10.01 0.1684 0.27 Q 10.15 0.1716 0.28 Q 10.29 0.1749 0.28 Q 10.44 0.1783 0.28 Q 10.58 0.1816 0.29 Q 10.72 0.1850 0.29 Q 10.86 0.1885 0.30 Q 11.01 0.1920 0.30 Q 11.15 0.1956 0.30 Q 11.29 11.43 0.1992 0.2029 0.31 0.31 Q Q 11.58 0.2066 0.32 Q 11.72 0.2104 0.32 Q 11.86 0.2143 0.33 Q 12.01 0.2182 0.34 Q 12.15 0.2224 0.38 Q 12.29 0.2269 0.38 Q - 12.43 0.2314 0.39 Q 12.58 0.2360 0.39 Q 12.72 0.2407 0.41 Q 12.86 0.2456 0.41 Q 13.00 0.2505 0.42 Q 13.15 0.2555 0.43 Q 13.29 0.2606 0.44 Q 13.43 0.2659 0.45 Q 13.57 0.2713 0.47 Q 13.72 0.2768 0.47 Q 13.86 0.2825 0.49 Q 14.00 0.2884 0.50 Q 14.15 0.2945 0.53 Q 14.29 0.3008 0.54 Q 14.43 0.3073 0.57 Q 14.57 0.3141 0.58 Q 14.72 0.3212 0.62 Q 14.86 0.3287 0.64 Q 15.00 0.3365 0.69 Q 15.14 0.3449 0.72 Q 15.29 0.3539 0.80 Q 15.43 0.3636 0.85 Q 15.57 0.3731 0.77 Q 15.71 0.3828 0.87 Q 15.86 0.3952 1.23 Q 16.00 0.4124 1.70 Q 16.14 0.4542 5.38 Q 16.29 0.4918 1.01 Q 16.43 0.5019 0.70 Q 16.57 0.5105 0.76 Q 16.71 0.5189 0.67 Q 16.86 0.5263 0.60 Q 17.00 0.5331 0.55 Q 17.14 0.5394 0.51 Q 17.28 0.5453 0.48 Q 17.43 0.5509 0.46 Q 17.57 0.5561 0.44 Q 17.71 0.5612 0.42 Q 17.85 0.5660 0.40 Q 18.00 0.5706 0.39 Q 18.14 0.5749 0.34 Q 18.28 0.5788 0.33 Q 18.43 0.5826 0.32 Q 18.57 0.5863 0.31 Q 18.71 0.5899 0.30 Q 18.85 0.5933 0.29 Q 19.00 0.5967 0.28 Q 19.14 0.6000 0.28 Q 19.28 0.6032 0.27 Q 19.42 0.6063 0.26 Q 19.57 0.6094 0.26 Q 19.71 0.6124 0.25 Q 19.85 0.6153 0.25 Q 19.99 0.6182 0.24 Q 20.14 0.6210 0.24 Q 20.28 0.6238 0.23 Q 20.42 0.6265 0.23 Q 20.57 0.6292 0.23 Q 20.71 0.6318 0.22 Q 20.85 0.6344 0.22 Q 20.99 0.6370 0.21 Q 21.14 0.6395 0.21 Q 21.28 0.6420 0.21 Q 21.42 0.6444 0.21 Q 21.56 0.6468 0.20 Q 21.71 0.6492 0.20 Q 21.85 0.6515 0.20 Q 21.99 0.6538 0.19 Q 22.13 0.6561 0.19 Q 22.28 0.6584 0.19 Q 22.42 0.6606 0.19 Q 22.56 0.6628 0.19 Q 22.71 0.6650 0.18 Q D u d ri j 22.85 0.6671 0.18 Q 22.99 0.6692 0.18 Q 23.13 0.6713 0.18 Q 23.28 0.6734 0.18 Q 23.42 0.6755 0.17 Q 23.56 0.6775 0.17 Q 23.70 0.6795 0.17 Q 23.85 0.6815 0.17 Q 23.99 0.6835 0.17 Q 24.13 0.6855 0.17 Q 24.27 0.6865 0.00 Q 11� s ---------------------------------------------------------------------------- 1 D u d ri j lu 0 n 1 1 PROJECT: F0K ",ANA NISSAN DATE: 3/4 fc$ _ DRA IN AGE AkEA G ENGINEER: 1. Enter the design storm return frequency (years) 2. Enter catchment lag (hors) Tc =5,56 wvi 3. Enter the catchment area (acres) cgs 4. Enter basef low (cfs/square mile) p S. Enter S -Graph proportions (decimal) Valley: Developed 1,0 Foothill G Mountain C Valley: Undeveloped . Desert p 6. Enter maximum loss rate, F (inch/IwW) Od 7. Enter low loss fraction, Y (decimal) o os. 8. Enter watershed area- averaged 5-minute point rainfall (inches)* 0.333 Enter watershed area- averaged 30- minute point .rain- f all (inches)* 0, 6fi'S Enter watershed area- averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* k 3 Enter watershed area - averaged .6 -hour' point rainfall ( inches)* a.3� Enter watershed area- averaged 24 -hour point rainfall (finches)* 9. Enter 24 -hour storm unit interval (mimaes) *Note: enter values unadiusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL 3 E -28 Figure E-7 «************........... ..................... ............................... SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 1 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 2.85 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 LOW LOSS FRACTION = 0.054 TIME OF CONCENTRATION(MIN.) = 8.56 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED I1� RETURN FREQUENCY(YEARS) = 5 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.33 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.69 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.90 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.63 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.35 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.05 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.02 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.18 ............................................. ............................... TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.02 0.0000 0.00 Q 0.16 0.0002 0.28 Q 0.31 0.0035 0.28 Q 0.45 0.0068 0.28 Q 0.59 0.0102 0.29 Q 0.73 0.0136 0.29 Q 0.88 0.0170 0.29 Q 1.02 0.0204 0.29 Q 1.16 0.0238 0.29 Q 1.31 0.0272 0.29 Q 1.45 0.0306 0.29 Q 1.59 0.0341 0.29 Q 1.73 0.0376 0.30 .Q 1.88 0.0411 0.30 Q 2.02 0.0446 0.30 Q 2.16 0.0481 0.30 Q 2.30 0.0516 0.30 Q 2.45 0.0552 0.30 Q 2.59 0.0588 0.30 Q 2.73 0.0624 0.31 Q 2.87 0.0660 0.31 Q 3.02 0.0696 0.31 Q 3.16 0.0732 0.31 Q 3.30 0.0769 0.31 Q 3.45 0.0806 0.31 Q ' 3.59 0.0843 0.31 Q 1 1 1 1 G G 6 1 1 1 1 1 1 1 1 1 1 3.73 0.0880 0.32 Q 3.87 0.0917 0.32 Q 4.02 0.0955 0.32 Q 4.16 0.0993 0.32 Q 4.30 0.1031 0.32 Q 4.44 0.1069 0.32 Q 4.59 0.1107 0.33 Q 4.73 0.1146 0.33 Q 4.87 0.1184 0.33 Q 5.01 0.1223 0.33 Q 5.16 0.1263 0.33 Q 5.30 0.1302 0.34 Q 5.44 0.1342 0.34 Q 5.59 0.1382 0.34 Q 5.73 0.1422 0.34 Q 5.87 0.1462 0.34 Q 6.01 0.1503 0.35 Q 6.16 0.1544 0.35 Q 6.30 0.1585 0.35 Q 6.44 0.1627 0.35 Q 6.58 0.1669 0.35 Q 6.73 0.1711 0.36 Q 6.87 0.1753 0.36 Q 7.01 0.1795 0.36 Q 7.15 0.1838 0.36 Q 7.30 0.1882 0.37 Q 7.44 0.1925 0.37 Q 7.58 0.1969 0.37 Q 7.73 0.2013 0.38 Q 7.87 0.2058 0.38 Q 8.01 0.2103 0.38 Q 8.15 0.2148 0.39 Q 8.30 0.2193 0.39 Q 8.44 0.2239 0.39 Q 8.58 0.2286 0.39 Q 8.72 0.2332 0.40 Q 8.87 0.2380 0.40 Q 9.01 0.2427 0.41 Q 9.15 0.2475 0.41 Q 9.29 0.2524 0.41 Q 9.44 0.2573 0.42 Q 9.58 0.2622 0.42 Q 9.72 0.2672 0.42 Q 9.87 0.2722 0.43 Q 10.01 0.2773 0.43 Q 10.15 0.2824 0.44 Q 10.29 0.2876 0.44 Q 10.44 0.2929 0.45 Q 10.58 0.2982 0.45 Q 10.72 0.3036 0.46 Q 10.86 0.3090 0.46 Q 11.01 0.3145 0.47 Q 11.15 0.3201 0.47 Q 11.29 0.3257 0.48 Q 11.43 0.3315 0.49 Q 11.58 0.3373 0.50 Q 11.72 0.3432 0.50 Q 11.86 0.3491 0.51 Q 12.01 0.3552 0.52 Q 12.15 0.3612 0.50 Q 12.29 0.3672 0.51 Q 12.43 0.3733 0.52 Q 12.58 0.3795 0.53 Q 12.72 0.3858 0.54 Q 12.86 0.3923 0.55 Q 13.00 0.3989 0.57 Q 13.15 0.4056 0.57 Q c 0 i 13.29 0.4125 0.59 Q 13.43 0.4195 0.60 Q 13.57 0.4267 0.62 Q 13.72 0.4342 0.64 Q 13.86 0.4418 0.66 Q 14.00 0.4497 0.67 Q 14.15 0.4579 0.72 Q 14.29 0.4665 0.74 Q 14.43 0.4754 0.78 Q 14.57 0.4847 0.80 Q 14.72 0.4944 0.85 Q 14.86 0.5045 0.87 Q 15.00 0.5152 0.94 Q 15.14 0.5265 0.98 Q 15.29 0.5387 1.08 Q 15.43 0.5518 1.14 Q 15.57 0.5644 1.00 Q 15.71 0.5769 1.13 Q 15.86 0.5933 1.65 Q 16.00 0.6164 2.26 Q. 16.14 0.6724 7.24 Q . 16.29 0.7229 1.33 Q 16.43 0.7361 0.90 Q 16.57 0.7474 1.03 Q 16.71 0.7588 0.91 Q 16.86 0.7690 0.82 Q 17.00 0.7783 0.76 Q 17.14 0.7868 0.69 Q 17.28 0.7947 0.65 Q 17.43 0.8021 0.61 Q 17.57 0.8092 0.58 Q 17.71 0.8159 0.56 Q 17.85 0.8224 0.54 Q 18.00 0.8286 0.52 Q 18.14 0.8347 0.52 Q 18.28 0.8407 0.51 Q 18.43 0.8466 0.49 Q 18.57 0.8523 0.48 Q 18.71 0.8579 0.47 Q 18.85 0.8634 0.46 Q 19.00 0.8687 0.45 Q 19.14 0.8739 0.44 Q 19.28 0.8790 0.43 Q 19.42 0.8839 0.42 Q 19.57 0.8888 0.41 Q 19.71 0.8936 0.40 Q 19.85 0.8983 0.40 Q 19.99 0.9030 0.39 Q 20.14 0.9075 0.38 Q 20.28 0.9120 0.38 Q 20.42 0.9165 0.37 Q 20.57 0.9208 0.37 Q 20.71 0.9251 0.36 Q 20.85 0.9293 0.36 Q 20.99 0.9335 0.35 Q 21.14 0.9376 0.35 Q 21.28 0.9417 0.34 Q 21.42 0.9457 0.34 Q 21.56 0.9497 0.33 .Q 21.71 0.9536 0.33 Q 21.85 0.9575 0.33 Q 21.99 0.9613 0.32 Q 22.13 0.9651 0.32 Q 22.28 0.9689 0.32 Q 22.42 0.9726 0.31 Q 22.56 0.9763 0.31 Q 22.71 0.9799 0.31 Q j ' 22.85 0.9835 0.30 Q 22.99 0.9871 0.30 Q 23.13 0.9906 0.30 Q 23.28 0.9941 0.30 Q 23.42 0.9976 0.29 Q 23.56 1.0011 0.29 Q 23.70 1.0045 0.29 Q 23.85 1.0079 0.29 Q ' 23.99 1.0112 0.28 Q 24.13 1.0146 0.28 Q 24.27 1.0162 0.00 Q ---------------------------------------------------------------------------- 1 El w N u f! 1 t n f 1 1' 0 1 1 r' PROJECT: 'F7DKYq -NA R US SA-N DATE: 3/44¢ 'DRA I i AGE AFEA D ENGINEER J: H. 1. Enter the design storm return frequency (years) a 2. Enter catchment lag 0iows) Tc= 7.43rwlvi 3. Enter the catchment area (acres) 4. Enter basef low Ws/square mile) 0 S. Enter S -Graph proportions (decimal) Valley: Developed (� o Foothill 0 Mountain 0 Valley: Undeveloped 0 . Desert 0 6. Enter maximum loss rate, F (inch/hogK) 000 7. Enter low loss f rac:tion, Y (decimal) o" 07,6 8. Enter watershed area - averaged 5-minute point rainfall (inches)* 0 , Zb Enter watershed area - averaged 30- minute point .rain- fall finches)* 0. Enter watershed area - averaged 1 -hour point rainfall (ind e3)* 0,70 Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged .6 -hour' point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL M E -28 Figure E-7 i SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 ' Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.62 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 LOW LOSS FRACTION = 0.076 TIME OF CONCENTRATION(MIN.) = 7.43 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.53 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.70 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.25 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.80 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.50 TOTAL CATCHMENT RUNOFF VOLUME (ACRE -FEET) = 0.15 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.03 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) d ---------------------------------------------------------------------------- 0.03 0.0000 0.00 Q 0.15 0.0002 0.04 Q 0.27 0.0006 0.04 Q 0.40 0.0009 0.04 Q 0.52 0.0013 0.04 Q 0.64 0.0017 0.04 Q 0.77 0.0021 0.04 Q 0.89 0.0024 0.04 Q 1.02 0.0028 0.04 Q 1.14 0.0032 0.04 Q 1.26 0.0036 0.04 Q 1.39 0.0040 0.04 Q 1.51 0.0043 0.04 Q 1.64 0.0047 0.04 Q 1.76 0.0051 0.04 Q 1.88 0.0055 0.04 Q 2.01 0.0059 0.04 Q 2.13 0.0063 0.04 Q 2.25 0.0067 0.04 Q 2.38 0.0071 0.04 Q 2.50 0.0075 0.04 Q 2.63 0.0079 0.04 Q 2.75 0.0083 0.04 Q 2.87 0.0087 0.04 Q 3.00 0.0091 0.04 Q 3.12 0.0095 0.04 Q 3.25 0.0099 0.04 Q 3.37 0.0104 0.04 Q 3.49 0.0108 0.04 Q 3.62 0.0112 0.04 Q ' 3.74 0.0116 0.04 Q 3.86 0.0120 0.04 Q 3.99 0.0125 0.04 Q 4.11 0.0129 0.04 Q 4.24 0.0133 0.04 Q 4.36 0.0138 0.04 Q 4.48 0.0142 0.04 Q 4.61 0.0146 0.04 Q 4.73 0.0151 0.04 Q 4.86 0.0155 0.04 Q 4.98 0.0160 0.04 Q 5.10 5.23 0.0164 0.0169 0.04 0.04 Q Q 5.35 0.0173 0.04 Q 5.47 0.0178 0.04 Q 5.60 0.0182 0.04 Q 5.72 0.0187 0.05 Q 5.85 0.0191 0.05 Q 5.97 0.0196 0.05 Q 6.09 0.0201 0.05 Q 6.22 0.0206 0.05 Q 6.34 0.0210 0.05 Q 6.46 0.0215 0.05 Q 6.59 0.0220 0.05 Q 6.71 0.0225 0.05 Q 6.84 0.0230 0.05 Q 6.96 0.0235 0.05 Q 7.08 0.0239 0.05 Q 7.21 0.0244 0.05 Q 7.33 0.0250 0.05 Q 7.46 0.0255 0.05 Q 7.58 0.0260 0.05 Q 7.70 0.0265 0.05 Q 7.83 0.0270 0.05 Q 7.95 0.0275 0.05 Q 8.07 0.0280 0.05 Q 8.20 0.0286 0.05 Q 8.32 0.0291 0.05 Q 8.45 0.0297 0.05 Q 8.57 0.0302 0.05 Q 8.69 0.0307 0.05 Q 8.82 0.0313 0.05 Q 8.94 0.0319 0.05 Q 9.07 0.0324 0.06 Q 9.19 0.0330 0.06 Q 9.31 0.0336 0.06 Q L 9.44 0.0341 0.06 Q 9.56 0.0347 0.06 Q 9.68 0.0353 0.06 Q 9.81 0.0359 0.06 Q 9.93 0.0365 0.06 Q 10.06 0.0371 0.06 Q 10.18 0.0377 0.06 Q 10.30 0.0384 0.06 Q 10.43 0.0390 0.06 Q 10.55 0.0396 0.06 Q 10.68 0.0403 0.06 Q 10.80 0.0409 0.06 Q 10.92 0.0416 0.06 Q 11.05 0.0423 0.07 Q 11.17 0.0429 0.07 Q 11.29 0.0436 0.07 Q 11.42 0.0443 0.07 Q t 1 1 1 1 1 1 i i 1 1 11.54 0.0450 0.07 Q 11.67 0.0457 0.07 Q 11.79 0.0465 0.07 Q 11.91 0.0472 0.07 Q 12.04 0.0479 0.07 Q 12.16 0.0487 0.08 Q 12.28 0.0496 0.08 Q 12.41 0.0504 0.08 Q 12.53 0.0513 0.09 Q 12.66 0.0522 0.09 Q 12.78 0.0531 0.09 Q 12.90 0.0540 0.09 Q 13.03 0.0549 0.09 Q 13.15 0.0559 0.09 Q 13.28 0.0569 0.10 Q 13.40 0.0579 0.10 Q 13.52 0.0589 0.10 Q 13.65 0.0599 0.10 Q 13.77 0.0610 0.10 Q 13.89 0.0621 0.11 Q 14.02 0.0632 0.11 Q 14.14 0.0643 0.12 Q 14.27 0.0655 0.12 Q 14.39 0.0668 0.12 Q 14.51 0.0680 0.13 Q 14.64 0.0693 0.13 Q 14.76 0.0707 0.14 Q 14.89 0.0722 0.14 Q 15.01 0.0737 0.15 Q 15.13 0.0753 0.16 Q 15.26 0.0769 0.17 Q 15.38 0.0787 0.18 Q 15.50 0.0804 0.15 Q 15.63 0.0822 0.18 Q 15.75 0.0841 0.21 Q 15.88 0.0867 0.29 Q 16.00 0.0902 0.40 Q 16.12 0.0988 1.28 Q 16.25 0.1066 0.24 Q 16.37 0.1087 0.17 Q 16.50 0.1104 0.18 Q 16.62 0.1121 0.15 Q 16.74 0.1136 0.14 Q 16.87 0.1150 0.13 Q 16.99 0.1163 0.12 Q 17.11 0.1175 0.11 Q 17.24 0.1186 0.11 Q 17.36 0.1196 0.10 Q 17.49 0.1207 0.10 Q 17.61 0.1216 0.09 Q 17.73 0.1226 0.09 Q 17.86 0.1235 0.09 Q 17.98 0.1243 0.08 Q 18.11 0.1252 0.08 Q 18.23 0.1259 0.07 Q 18.35 0.1267 0.07 Q 18.48 0.1274 0.07 Q 18.60 0.1280 0.07 Q 18.72 0.1287 0.06 Q 18.85 0.1294 0.06 Q 18.97 0.1300 0.06 Q 19.10 0.1306 0.06 Q 19.22 0.1312 0.06 Q 19.34 0.1318 0.06 Q 19.47 0.1324 0.06 Q 19.59 0.1330 0.06 Q 19.72 0.1336 0.05 Q I I 19.84 0.1341 0.05 Q 19.96 0.1346 0.05 Q 20.09 0.1352 0.05 Q 20.21 0.1357 0.05 Q ' 20.33 0.1362 0.05 Q 20.46 0.1367 0.05 Q 20.58 0.1372 0.05 Q 20.71 0.1377 0.05 Q 20.83 0.1382 0.05 Q 20.95 0.1387 0.05 Q 21.08 0.1392 0.05 Q 21.20 21.32 0.1397 0.1401 0.05 0.05 Q Q 21.45 0.1406 0.04 Q 21.57 0.1410 0.04 Q 21.70 0.1415 0.04 Q 21.82 0.1419 0.04 Q 21.94 0.1424 0.04 Q 22.07 0.1428 0.04 Q 22.19 0.1432 0.04 Q 22.32 0.1436 0.04 Q 22.44 0.1441 0.04 Q 22.56 0.1445 0.04 Q 22.69 0.1449 0.04 Q 22.81 0.1453 0.04 Q 22.93 0.1457 0.04 Q 23.06 0.1461 0.04 Q 23.18 0.1465 0.04 Q 23.31 0.1469 0.04 Q 23.43 0.1473 0.04 Q 23.55 0.1476 0.04 Q 23.68 0.1480 0.04 Q 23.80 0.1484 0.04 Q 23.93 0.1488 0.04 Q 24.05 0.1492 0.04 Q 24.17 0.1493 0.00 Q ---------------------------------------------------------------------------- 1 I I 11 t j U P� j 1 1 t. *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E-7 PROJECT: TbWThRA rA(SSA DATE 3 X4 1711 AIWACGS AIZUfl n ENGINEER: I. .Enter the design storm return frequency (years) S 2. Enter catchment lag OXWS) Tc =7.43 mi. 3. Enter the catchment area (acres) O.b� 4. Enter basef low (cfs/square mile) p 5. Enter S -Graph proportions (decimal) Valley: Developed j� o Foothill n Mountain ' Valley: Undeveloped . Desert n 6. Enter maximum loss rate, F Gnch/hmr) A 10 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area- averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point rain- fall unc hes)* 0. Enter watershed area- averaged 1 -hour point rainfall (inches)* (),9t _ Enter watershed area - averaged 3 -hour point rainfall (inches)* (,63 Enter watershed area - averaged .6 -hour' point rainfall (indws)* a.35 Enter watershed area - averaged 24 -hour point rainfall (inches) * c S 9. Enter 24 -hour storm unit interval (mimaes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E-7 SMALL AREA UNIT HYDROGRAPH MODEL E (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 f ---- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) 0.22 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 VOLUME(ACRE -FEET) = 0.04 TOTAL CATCHMENT AREA(ACRES) = 0.62 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 TIME VOLUME LOW LOSS FRACTION = 0.054 0. 2.5 5.0 7.5 10.0 TIME OF CONCENTRATION(MIN.) = 7.43 (AF) (CFS) RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) ---------------------------------------------------------------------------- 0.03 IS USED FOR SMALL AREA PEAK Q 0.00 Q USER SPECIFIED RAINFALL VALUES ARE USED 0.15 0.0003 RETURN FREQUENCY(YEARS) = 5 Q 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.33 0.06 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.69 0.40 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.90 Q 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.63 0.0022 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.35 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.05 f ---- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) 0.22 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.04 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.03 0.0000 0.00 Q 0.15 0.0003 0.06 Q 0.27 0.0009 0.06 Q 0.40 0.0016 0.06 Q 0.52 0.0022 0.06 0 0.64 0.0028 0.06 Q 0.77 0.0035 0.06 Q 0.89 0.0041 0.06 Q 1.02 0.0048 0.06 Q 1.14 0.0054 0.06 Q 1.26 0.0061 0.06 Q 1.39 0.0067 0.06 Q 1.51 1.64 0.0074 0.0080 0.06 0.06 Q Q 1.76 0.0087 0.06 Q 1.88 0.0093 0.06 Q 2.01 0.0100 0.06 Q 2.13 0.0107 0.07 Q 2.25 0.0113 0.07 Q 2.38 0.0120 0.07 Q 2.50 0.0127 0.07 Q 2.63 0.0133 0.07 Q 2.75 0.0140 0.07 Q 2.87 0.0147 0.07 Q 3.00 0.0154 0.07 Q 3.12 0.0161 0.07 0 3.25 0.0168 0.07 Q 3.37 0.0175 0.07 Q 3.49 0.0182 0.07 Q 3.62 0.0189 0.07 Q 3.74 0.0196 0.07 Q 3.86 0.0203 0.07 Q 3.99 0.0210 0.07 Q 4.11 0.0217 0.07 Q 4.24 0.0224 0.07 Q 4.36 0.0231 0.07 Q 4.48 0.0238 0.07 Q 4.61 0.0246 0.07 Q 4.73 0.0253 0.07 Q 4.86 0.0260 0.07 Q 4.98 0.0268 0.07 Q 5.10 5.23 0.0275 0.0283 0.07 0.07 Q Q 5.35 0.0290 0.07 Q 5.47 0.0298 0.07 Q 5.60 0.0305 0.07 Q 5.72 0.0313 0.07 Q 5.85 0.0320 0.07 Q 5.97 0.0328 0.08 Q 6.09 0.0336 0.08 Q 6.22 0.0343 0.08 Q 6.34 0.0351 0.08 Q 6.46 0.0359 0.08 Q 6.59 0.0367 0.08 Q 6.71 0.0375 0.08 Q 6.84 0.0383 0.08 Q 6.96 0.0391 0.08 Q 7.08 0.0399 0.08 Q 7.21 0.0407 0.08 Q 7.33 0.0415 0.08 Q 7.46 0.0424 0.08 Q 7.58 0.0432 0.08 Q 7.70 0.0440 0.08 Q 7.83 0.0449 0.08 Q 7.95 0.0457 0.08 Q 8.07 0.0466 0.08 Q 8.20 0.0474 0.08 Q 8.32 0.0483 0.08 Q 8.45 0.0492 0.09 Q 8.57 0.0500 0.09 Q 8.69 0.0509 0.09 Q 8.82 0.0518 0.09 Q 8.94 0.0527 0.09 Q 9.07 0.0536 0.09 Q 9.19 0.0545 0.09 Q 9.31 0.0554 0.09 Q 9.44 0.0564 0.09 Q 9.56 0.0573 0.09 Q 9.68 0.0582 0.09 Q 9.81 0.0592 0.09 Q 9.93 0.0601 0.09 Q 10.06 0.0611 0.09 Q 10.18 0.0621 0.10 Q 10.30 0.0631 0.10 Q 10.43 0.0641 0.10 Q 10.55 0.0651 0.10 Q 10.68 0.0661 0.10 Q 10.80 0.0671 0.10 Q 10.92 0.0681 0.10 Q 11.05 0.0692 0.10 Q 11.17 0.0702 0.10 Q 11.29 0.0713 0.10 Q 11.42 0.0724 0.11 Q i 6 1 1 i 1 1 e 0 I 1 i 1 1 11.54 0.0735 0.11 Q 11.67 0.0746 0.11 Q 11.79 0.0757 0.11 Q 11.91 0.0768 0.11 Q 12.04 0.0780 0.11 Q 12.16 0.0791 0.11 Q 12.28 0.0803 0.11 Q 12.41 0.0814 0.11 Q 12.53 0.0826 0.11 Q 12.66 0.0838 0.12 Q 12.78 0.0850 0.12 Q 12.90 0.0862 0.12 Q 13.03 0.0875 0.12 Q 13.15 0.0887 0.13 Q 13.28 0.0900 0.13 Q 13.40 0.0914 0.13 Q 13.52 0.0927 0.13 Q 13.65 0.0941 0.14 Q 13.77 0.0955 0.14 Q 13.89 0.0970 0.15 Q 14.02 0.0985 0.15 Q 14.14 0.1001 0.16 Q 14.27 0.1017 0.16 Q 14.39 0.1034 0.17 Q 14.51 0.1051 0.17 Q 14.64 0.1069 0.18 Q 14.76 0.1088 0.18 Q 14.89 0.1107 0.20 Q 15.01 0.1128 0.20 Q 15.13 0.1149 0.22 Q 15.26 0.1172 0.23 Q 15.38 0.1196 0.25 Q 15.50 0.1219 0.20 Q 15.63 0.1241 0.24 Q 15.75 0.1267 0.27 Q 15.88 0.1300 0.39 Q 16.00 0.1348 0.54 Q 16.12 0.1463 1.72 Q 16.25 0.1567 0.32 Q 16.37 0.1595 0.21 Q 16.50 0.1618 0.24 Q 16.62 0.1641 0.21 Q 16.74 0.1661 0.19 Q 16.87 0.1680 0.18 Q 16.99 0.1697 0.16 Q 17.11 0.1713 0.15 Q 17.24 0.1729 0.14 Q 17.36 0.1743 0.14 Q 17.49 0.1756 0.13 Q 17.61 0.1769 0.12 Q 17.73 0.1782 0.12 Q 17.86 0.1794 0.12 Q 17.98 0.1806 0.11 Q 18.11 0.1817 0.11 Q 18.23 0.1829 0.11 Q 18.35 0.1840 0.11 Q 18.48 0.1851 0.11 Q 18.60 0.1861 0.10 Q 18.72 0.1872 0.10 Q 18.85 0.1882 0.10 Q 18.97 0.1892 0.10 Q 19.10 0.1902 0.10 Q 19.22 0.1912 0.09 Q 19.34 0.1921 0.09 Q 19.47 0.1930 0.09 Q 19.59 0.1940 0.09 Q 19.72 0.1949 0.09 Q t 19.84 0.1958 0.09 Q 19.96 0.1966 0.08 Q 20.09 0.1975 0.08 Q 20.21 0.1983 0.08 Q 20.33 0.1992 0.08 Q 20.46 0.2000 0.08 Q 20.58 0.2008 0.08 Q 20.71 0.2016 0.08 Q 20.83 0.2024 0.08 Q 20.95 0.2032 0.08 Q 21.08 0.2040 0.08 Q 21.20 0.2048 0.08 Q 21.32 0.2055 0.07 Q 21.45 0.2063 0.07 Q 21.57 0.2071 0.07 Q 21.70 21.82 0.2078 0.2085 0.07 0.07 Q Q 21.94 0.2092 0.07 Q 22.07 0.2100 0.07 Q 22.19 0.2107 0.07 Q 22.32 0.2114 0.07 Q 22.44 0.2121 0.07 Q 22.56 0.2128 0.07 Q 22.69 0.2135 0.07 Q 22.81 0.2141 0.07 Q 22.93 0.2148 0.07 Q 23.06 0.2155 0.07 Q 23.18 0.2162 0.06 Q 23.31 0.2168 0.06 Q 23.43 0.2175 0.06 Q 23.55 0.2181 0.06 Q 23.68 0.2188 0.06 Q 23.80 0.2194 0.06 Q 23.93 0.2200 0.06 Q 24.05 0.2207 0.06 Q 24.17 0.2210 0.00 Q 1 -------------------------------- ------------------------------------------- 1 li r 1 1 1, 1- a] ij n I! t 1 L 1. PROJECT: 'F P mA I AissAN DATE: 3 j4 /C)4 ENGINEER: 1. Enter the design storm return frequency (years) Z 2. Enter catchment lag bars) Tc =7,So w' 3. Enter the catchment area (acres) � �g 4. Enter basef low (cfs/square mile) 0 5. Enter S -Graph proportions (decimal) Valley: Developed k o Foothill 0 Mountain 0 Valley: Undeveloped .. 0 Desert o 6. Enter maximum loss rate, F onc:/har) 0.110 7. Enter low loss fraction, Y (decimal) 0106 8. Enter watershed area - averaged 5- minute point rainfall (inches)* O.ab Enter watershed area - averaged 34- minute point rain - f all (inches)* 0 53 Enter watershed area- averaged 1 -hour point rainfall (i nches)* Enter watershed area - averaged 3 - hour point rainfall (inches)* 1 2S Enter watershed area - averaged .6 -hour' point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 3. Sti 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 u SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.28 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 LOW LOSS FRACTION = 0.076 TIME OF CONCENTRATION(MIN.) = 7.80 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.53 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.70 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.25 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.80 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.50 -- ----- --------- ------ ----------------- ---- - --- - ----- ------------------ s ---- RUNOFF-FEET) TOTAL CATCHMENT RUNOFF 0.31 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.06 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.01 0.0000 0.00 Q 0.14 0.0004 0.07 Q 0.27 0.0012 0.07 Q 0.40 0.0020 0.08 Q 0.53 0.0028 0.08 Q 0.66 0.0036 0.08 Q 0.79 0.0044 0.08 Q 0.92 0.0053 0.08 Q 1.05 0.0061 0.08 Q 1.18 0.0069 0.08 Q 1.31 0.0078 0.08 Q 1.44 0.0086 0.08 Q 1.57 0.0094 0.08 Q 1.70 0.0103 0.08 Q 1.83 0.0111 0.08 Q 1.96 0.0120 0.08 Q 2.09 0.0128 0.08 Q 2.22 0.0137 0.08 Q 2.35 0.0145 0.08 Q 2.48 0.0154 0.08 Q 2.61 0.0163 0.08 Q 2.74 0.0172 0.08 Q 2.87 0.0180 0.08 Q 3.00 0.0189 0.08 Q 3.13 0.0198 0.08 Q 3.26 0.0207 0.08 Q t ' 3.39 0.0216 0.08 Q 3.52 0.0225 0.08 Q 3.65 0.0234 0.08 Q 3.78 0.0243 0.09 Q 3.91 0.0253 0.09 Q 4.04 0.0262 0.09 Q 4.17 0.0271 0.09 Q 4.30 0.0280 0.09 Q 4.43 0.0290 0.09 Q 4.56 0.0299 0.09 Q 4.69 0.0309 0.09 Q pq 4.82 0.0318 0.09 Q 4.95 0.0328 0.09 Q 5.08 0.0338 0.09 Q 5.21 0.0347 0.09 Q 5.34 5.47 0.0357 0.0367 0.09 0.09 Q Q 5.60 0.0377 0.09 Q 5.73 0.0387 0.09 Q 5.86 0.0397 0.09 Q 5.99 0.0407 0.09 Q 6.12 0.0417 0.10 Q 6.25 0.0428 0.10 Q 6.38 0.0438 0.10 Q 6.51 0.0448 0.10 Q 6.64 0.0459 0.10 Q 6.77 0.0469 0.10 Q 6.90 0.0480 0.10 Q 7.03 0.0491 0.10 Q 7.16 0.0501 0.10 Q 7.29 0.0512 0.10 Q 7.42 0.0523 0.10 Q 7.55 0.0534 0.10 Q 7.68 0.0545 0.10 Q 7.81 0.0557 0.10 Q 7.94 0.0568 0.11 Q 8.07 8.20 0.0579 0.0591 0.11 0.11 Q Q 8.33 0.0602 0.11 Q 8.46 0.0614 0.11 Q 8.59 0.0626 0.11 Q 8.72 0.0638 0.11 Q 8.85 0.0650 0.11 Q 8.98 0.0662 0.11 Q 9.11 0.0674 0.11 Q 9.24 0.0687 0.12 Q 9.37 0.0699 0.12 Q 9.50 0.0712 0.12 Q 9.63 0.0724 0.12 Q 9.76 0.0737 0.12 Q 9.89 0.0750 0.12 Q 10.02 0.0763 0.12 Q 10.15 0.0777 0.12 Q 10.28 0.0790 0.13 Q 10.41 0.0804 0.13 Q 10.54 0.0818 0.13 Q 10.67 0.0831 0.13 Q 10.80 0.0846 0.13 Q 10.93 0.0860 0.13 Q 11.06 0.0874 0.14 Q 11.19 0.0889 0.14 Q 11.32 0.0904 0.14 Q 11.45 0.0919 0.14 Q 11.58 0.0934 0.14 Q 11.71 0.0950 0.15 Q 11.84 0.0966 0.15 Q 11.97 0.0982 0.15 Q 12.10 0.0998 0.15 Q 12.23 0.1016 0.17 Q 12.36 0.1034 0.17 Q 12.49 0.1053 0.18 Q 12.62 0.1072 0.18 Q 12.75 0.1091 0.18 Q 12.88 0.1111 0.19 Q 13.01 0.1131 0.19 Q 13.14 0.1152 0.19 Q 13.27 0.1173 0.20 Q 13.40 0.1194 0.20 Q 13.53 0.1216 0.21 Q 13.66 0.1239 0.21 Q 13.79 0.1262 0.22 Q - 13.92 0.1286 0.22 Q 14.05 0.1310 0.23 Q 14.18 0.1335 0.24 Q 14.31 0.1361 0.25 Q 14.44 0.1388 0.25 Q 14.57 0.1416 0.27 Q 14.70 0.1445 0.27 Q 14.83 0.1476 0.29 Q 14.96 0.1507 0.30 Q 15.09 0.1541 0.33 Q 15.22 0.1577 0.34 Q 15.35 0.1615 0.38 Q 15.48 0.1653 0.33 Q 15.61 0.1691 0.37 Q 15.74 0.1733 0.41 Q 15.87 0.1786 0.59 Q 16.00 0.1861 0.81 Q 16.13 0.2042 2.56 Q 16.26 0.2205 0.48 Q 16.39 0.2248 0.33 Q 16.52 0.2285 0.36 Q 16.65 0.2321 0.31 Q 16.78 0.2353 0.28 Q 16.91 0.2382 0.26 Q 17.04 0.2409 0.24 Q 17.17 0.2434 0.23 Q 17.30 0.2458 0.21 Q 17.43 0.2481 0.20 Q 17.56 0.2502 0.20 Q 17.69 0.2523 0.19 Q 17.82 0.2543 0.18 Q 17.95 0.2562 0.17 Q 18.08 0.2580 0.17 Q 18.21 0.2597 0.15 Q 18.34 0.2613 0.14 Q 18.47 0.2628 0.14 Q 18.60 0.2643 0.14 Q 18.73 0.2658 0.13 Q 18.86 0.2672 0.13 Q 18.99 0.2686 0.13 Q 19.12 0.2699 0.12 Q 19.25 0.2712 0.12 Q 19.38 0.2725 0.12 Q 19.51 19.64 0.2738 0.2750 0.12 0.11 Q Q 19.77 0.2762 0.11 Q 19.90 0.2774 0.11 Q 20.03 0.2786 0.11 Q 20.16 0.2797 0.11 Q 20.29 0.2809 0.10 Q 20.42 0.2820 0.10 Q 20.55 0.2831 0.10 Q 20.68 0.2842 0.10 Q ' 20.81 0.2852 0.10 Q 20.94 0.2863 0.10 Q 21.07 0.2873 0.10 Q 21.20 0.2883 0.09 Q 21.33 0.2893 0.09 Q 21.46 0.2903 0.09 Q 21.59 0.2913 0.09 Q 21.72 0.2923 0.09 Q 21.85 0.2932 0.09 Q 21.98 0.2942 0.09 Q 22.11 0.2951 0.09 Q 22.24 0.2960 0.09 Q 22.37 0.2969 0.08 Q 22.50 0.2978 0.08 Q 22.63 0.2987 0.08 Q 22.76 0.2996 0.08 Q 22.89 0.3005 0.08 Q 23.02 0.3014 0.08 Q 23.15 0.3022 0.08 Q 23.28 0.3031 0.08 Q 23.41 0.3039 0.08 Q 23.54 0.3047 0.08 Q 23.67 0.3056 0.08 Q 23.80 0.3064 0.08 Q 23.93 0.3072 0.08 Q 24.06 0.3080 0.07 Q 24.19 0.3084 0.00 Q ---------------------------------------------------------------------------- 1 n j 1 IF I[] W n J 1 PROJECT: T -NA mis -sAN DATE: 3/ _ DiZA�t��G� ASR T= ENGINEER: J, H. 1. .Enter the design storm return frequency (years) $ 2. Enter catchment lag (ho:rs) Tc - = �► 3. Enter the catchment area (acres) i 4. Enter basef low (cfs/square mile) o 5. Enter S -Graph proportions (decimal) Valley: Developed Foothill fl Mountain 0 Valley: Undeveloped 0 . Desert o 6. Enter maximum loss rate, F (inc h/hotr) 7. Enter low loss fraction, Y (decimal) o�tiS4- 8. Enter watershed area - averaged 5- minute point rainfall (inches)* 0.333 Enter watershed area - averaged 30- minute point rain- fall (inches)* o�b85 Enter watershed area- averaged 1 -hour point rainfall (inches)* Enter watershed area- averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged .6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 5.05 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors 0 SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E-7 u SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.28 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 LOW LOSS FRACTION = 0.054 TIME OF CONCENTRATION(MIN.) = 7.80 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 5 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.33 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.69 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.90 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.63 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.35 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.05 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) 0.46 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.08 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.01 0.0000 0.00 Q 0.14 0.0007 0.13 Q 0.27 0.0020 0.13 Q 0.40 0.0034 0.13 Q 0.53 0.0048 0.13 Q 0.66 0.0062 0.13 Q 0.79 0.0075 0.13 Q 0.92 0.0089 0.13 Q 1.05 0.0103 0.13 Q 1.18 0.0117 0.13 Q 1.31 0.0131 0.13 Q 1.44 0.0145 0.13 Q ' 1.57 1.70 0.0160 0.0174 0.13 0.13 Q Q 1.83 0.0188 0.13 Q 1.96 0.0202 0.13 Q 2.09 0.0217 0.13 Q 2.22 0.0231 0.13 Q 2.35 0.0246 0.14 Q 2.48 0.0260 0.14 Q 2.61 0.0275 0.14 Q 2.74 0.0290 0.14 Q 2.87 0.0305 0.14 Q 3.00 0.0319 0.14 Q 3.13 0.0334 0.14 Q 3.26 0.0349 0.14 Q 3.39 0.0364 0.14 Q 3.52 0.0379 0.14 Q 3.65 0.0395 0.14 Q 3.78 0.0410 0.14 Q 3.91 0.0425 0.14 Q 4.04 0.0440 0.14 Q 4.17 0.0456 0.14 Q 4.30 0.0471 0.14 Q 4.43 0.0487 0.15 Q 4.56 0.0503 0.15 Q 4.69 0.0519 0.15 Q 4.82 0.0534 0.15 Q 4.95 0.0550 0.15 Q 5.08 0.0566 0.15 Q 5.21 0.0582 0.15 Q PR 5.34 0.0599 0.15 Q 5.47 0.0615 0.15 Q 5.60 0.0631 0.15 Q 5.73 0.0648 0.15 Q 5.86 0.0664 0.15 Q 5.99 0.0681 0.16 Q 6.12 0.0698 0.16 Q 6.25 0.0715 0.16 Q 6.38 0.0731 0.16 Q 6.51 0.0749 0.16 Q 6.64 0.0766 0.16 Q 6.77 0.0783 0.16 Q 6.90 0.0800 0.16 Q 7.03 0.0818 0.16 Q - 7.16 0.0835 0.16 Q 7.29 0.0853 0.17 Q 7.42 0.0871 0.17 Q 7.55 0.0889 0.17 Q 7.68 0.0907 0.17 Q 7.81 0.0925 0.17 Q 7.94 0.0943 0.17 Q 8.07 0.0962 0.17 Q 8.20 0.0980 0.17 Q 8.33 0.0999 0.18 Q 8.46 0.1018 0.18 Q 8.59 0.1037 0.18 Q 8.72 0.1056 0.18 Q 8.85 0.1075 0.18 Q 8.98 0.1095 0.18 Q 9.11 0.1114 0.18 Q 9.24 0.1134 0.18 Q 9.37 0.1154 0.19 Q 9.50 0.1174 0.19 Q 9.63 0.1195 0.19 Q 9.76 0.1215 0.19 Q 9.89 0.1236 0.19 Q 10.02 0.1257 0.19 Q 10.15 0.1278 0.20 Q 10.28 0.1299 0.20 Q 10.41 0.1320 0.20 Q 10.54 0.1342 0.20 Q 10.67 0.1364 0.21 Q 10.80 0.1386 0.21 Q 10.93 0.1409 0.21 Q 11.06 0.1431 0.21 Q 11.19 0.1454 0.22 Q 11.32 0.1477 0.22 Q 11.45 0.1501 0.22 Q 11.58 0.1525 0.22 Q 11.71 0.1549 0.23 Q 11.84 0.1573 0.23 Q 11.97 0.1598 0.23 Q ' 12.10 0.1623 0.23 Q 12.23 0.1648 0.23 Q 12.36 0.1673 0.23 Q 12.49 0.1698 0.24 Q 12.62 0.1723 0.24 Q _ 12.75 0.1749 0.25 Q 12.88 0.1776 0.25 Q 13.01 0.1803 0.26 Q 13.14 0.1831 0.26 Q 13.27 0.1859 0.27 Q 13.40 0.1888 0.27 Q 13.53 13.66 0.1917 0.1947 0.28 0.28 Q Q 13.79 0.1978 0.29 Q 13.92 0.2010 0.30 Q 14.05 0.2042 0.31 Q 14.18 0.2077 0.32 Q 14.31 0.2112 0.34 Q 14.44 0.2149 0.35 Q 14.57 0.2187 0.36 Q 14.70 0.2227 0.37 Q 14.83 0.2268 0.40 Q 14.96 0.2311 0.41 Q 15.09 0.2357 0.44 Q 15.22 0:2405 0.46 Q 15.35 0.2457 0.51 . Q 15.48 0.2508 0.44 Q 15.61 0.2557 0.47 Q 15.74 0.2611 0.54 Q 15.87 0.2682 0.78 Q 16.00 0.2782 1.07 Q 16.13 0.3025 3.45 Q 16.26 0.3244 0.64 Q 16.39 0.3301 0.43 Q 16.52 0.3350 0.48 .Q 16.65 0.3399 0.42 Q 16.78 0.3442 0.38 Q 16.91 0.3482 0.35 Q 17.04 0.3519 0.33 Q 17.17 0.3553 0.30 Q 17.30 0.3585 0.29 Q 17.43 0.3615 0.27 Q 17.56 0.3644 0.26 Q 17.69 0.3671 0.25 Q 17.82 0.3698 0.24 Q 17.95 0.3723 0.23 Q 18.08 0.3748 0.23 Q 18.21 0.3773 0.23 Q _ 18.34 0.3797 0.22 Q 18.47 0.3821 0.22 Q 18.60 0.3844 0.21 Q 18.73 0.3867 0.21 Q 18.86 0.3889 0.20 Q 18.99 19.12 0.3911 0.3932 0.20 0.20 Q Q 19.25 0.3953 0.19 Q 19.38 0.3973 0.19 Q 19.51 0.3993 0.19 Q 19.64 0.4013 0.18 Q 19.77 0.4033 0.18 Q 19.90 0.4052 0.18 Q 20.03 0.4071 0.17 Q 20.16 0.4089 0.17 Q 20.29 0.4108 0.17 Q 20.42 0.4126 0.17 Q 20.55 0.4143 0.16 Q 20.68 0.4161 0.16 Q d D 0 1 1 20.81 0.4178 0.16 Q 20.94 0.4195 0.16 Q 21.07 0.4212 0.16 Q 21.20 0.4229 0.15 Q 21.33 0.4246 0.15 Q 21.46 0.4262 0.15 Q 21.59 0.4278 0.15 Q 21.72 0.4294 0.15 Q 21.85 0.4310 0.15 Q 21.98 0.4326 0.15 Q 22.11 0.4341 0.14 Q 22.24 0.4357 0.14 Q 22.37 0.4372 0.14 Q 22.50 0.4387 0.14 Q 22.63 0.4402 0.14 Q 22.76 22.89 0.4417 0.4432 0.14 0.14 Q Q 23.02 0.4446 0.14 Q 23.15 0.4461 0.13 Q 23.28 0.4475 0.13 Q 23.41 0.4489 0.13 Q 23.54 0.4503 0.13 Q 23.67 0.4517 0.13 Q 23.80 0.4531 0.13 Q 23.93 0.4545 0.13 Q 24.06 0.4559 0.13 Q 24.19 0.4565 0.00 Q ---------------------------------------------------------------------------- 1 d D 0 1 1 11 ) it H P [ t PROJECT: TbtI`AMA NISSAN DATE: �/ _MAU AGE- AREA F ENGINEER: J,H. 1. Enter the design storm return frequency (years) Z 2. Enter catchment lag Oxws) Tc = WQ, 3. Enter the catchment area (acres) i 1� 4. Enter basef low (cfs/square mile) 0 5. Enter S -Graph proportions (decimal) Valley: Developed f o Foothill e Mountain p Valley: Undeveloped d Desert p 6. Enter maximum loss rate, F (inch/hour) 0.10 7. Enter low loss fraction, Y (decimal) o,p 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point rain - fall Undies)* p�3 Enter watershed area- averaged 1 -hour point rainfall (inches)* 0,70 Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged .6 -hour point rainfall ()* (�$o Enter watershed area - averaged 24 -hour point rainfall 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 WATERSHED INFORMATION FORM Figure E-7 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 1 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.29 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.06 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 Q 0. TOTAL CATCHMENT AREA(ACRES) = 1.19 (AF) (CFS) SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 0.0000 0.00 ( LOW LOSS FRACTION = 0.076 0.0004 0.07 ( TIME OF CONCENTRATION(MIN.) = 7.97 0.0011 0.07 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) 0.07 IS USED FOR SMALL AREA PEAK Q 0.0027 0.07 USER SPECIFIED RAINFALL VALUES ARE USED 0.0035 0.07 RETURN FREQUENCY(YEARS) = 2 0.0042 0.07 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 0.07 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.53 0.07 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.70 0.07 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.25 0.07 ( 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.80 0.07 ( 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.50 1 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.29 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.06 2.5 5.0 7.5 10.0 --------------------------------------------- i i i i 1 1 1 ) ) ) ) ) ) ) ) ) ) C TIME VOLUME Q 0. (HOURS) (AF) (CFS) ------------------------------- 0.06 0.0000 0.00 ( 0.19 0.0004 0.07 ( 0.33 0.0011 0.07 0.46 0.0019 0.07 0.59 0.0027 0.07 0.72 0.0035 0.07 0.86 0.0042 0.07 0.99 0.0050 0.07 1.12 0.0058 0.07 1.26 0.0066 0.07 1.39 0.0074 0.07 ( 1.52 0.0082 0.07 ( 1.65 0.0090 0.07 ( 1.79 0.0098 0.07 ( 1.92 0.0106 0.07 ( 2.05 0.0114 0.07 2.19 0.0122 0.07 2.32 0.0130 0.07 2.45 0.0139 0.08 S 2.58 0.0147 0.08 2.72 0.0155 0.08 2.85 0.0163 0.08 2.98 0.0172 0.08 f 3.12 0.0180 0.08 3.25 0.0189 0.08 3.38 0.0197 0.08 2.5 5.0 7.5 10.0 --------------------------------------------- i i i i 1 1 1 ) ) ) ) ) ) ) ) ) ) C 3.51 0.0206 0.08 Q 3.65 0.0215 0.08 Q 3.78 0.0223 0.08 Q 3.91 0.0232 0.08 Q 4.04 0.0241 0.08 Q 4.18 0.0250 0.08 Q 4.31 0.0258 0.08 Q 4.44 0.0267 0.08 Q 4.58 0.0276 0.08 Q 4.71 0.0285 0.08 Q 4.84 0.0294 0.08 Q 4.97 0.0304 0.08 Q 5.11 0.0313 0.08 Q 5.24 0.0322 0.08 Q 5.37 0.0331 0.09 Q 5.51 0.0341 0.09 Q ' 5.64 0.0350 0.09 Q 5.77 0.0360 0.09 Q 5.90 0.0369 0.09 Q 6.04 0.0379 0.09 Q 6.17 0.0389 0.09 Q 6.30 0.0398 0.09 Q 6.44 0.0408 0.09 Q 6.57 0.0418 0.09 Q 6.70 0.0428 0.09 Q 6.83 0.0438 0.09 Q 6.97 0.0448 0.09 Q 7.10 0.0459 0.09 Q 7.23 0.0469 0.09 Q 7.37 0.0479 0.09 Q ; 7.50 0.0490 0.10 Q 7.63 0.0500 0.10 Q 7.76 0.0511 0.10 Q 7.90 0.0522 0.10 Q 8.03 0.0532 0.10 Q 8.16 0.0543 0.10 Q 8.30 0.0554 0.10 Q 8.43 0.0565 0.10 Q 8.56 0.0576 0.10 Q 8.69 0.0588 0.10 Q 8.83 8.96 0.0599 0.0611 0.10 0.11 Q Q 9.09 0.0622 0.11 Q 9.23 0.0634 0.11 Q 9.36 0.0646 0.11 Q 9.49 0.0658 0.11 Q 9.62 0.0670 0.11 Q 9.76 0.0682 0.11 Q ' 9.89 0.0694 0.11 Q 10.02 0.0707 0.11 Q 10.16 0.0720 0.12 Q 10.29 0.0732 0.12 Q 10.42 0.0745 0.12 Q 10.55 0.0758 0.12 Q ' 10.69 0.0772 0.12 Q 10.82 0.0785 0.12 Q 10.95 0.0799 0.12 Q 11.09 0.0812 0.13 Q 11.22 0.0826 0.13 Q 11.35 0.0841 0.13 Q 11.48 0.0855 0.13 Q 11.62 11.75 0.0870 0.0884 0.13 0.14 Q Q 11.88 0.0900 0.14 Q 12.01 0.0915 0.14 Q 12.15 0.0931 0.16 Q ' 12.28 0.0949 0.16 Q S 12.41 0.0966 0.16 Q " 12.55 0.0984 0.16 Q 12.68 0.1002 0.17 Q 12.81 0.1021 0.17 Q 12.94 0.1040 0.18 Q 13.08 0.1059 0.18 Q 13.21 0.1079 0.18 Q 13.34 0.1099 0.19 Q 13.48 0.1120 0.19 Q 13.61 0.1141 0.19 Q 13.74 0.1163 0.20 Q 13.87 0.1185 0.20 Q 14.01 0.1208 0.21 Q 14.14 0.1232 0.22 Q 14.27 0.1256 0.23 Q 14.41 0.1281 0.23 Q 14.54 0.1308 0.25 Q 14.67 0.1335 0.25 Q 14.80 0.1364 0.27 Q 14.94 15.07 0.1394 0.1425 0.28 0.30 Q Q 15.20 0.1459 0.31 Q 15.34 0.1495 0.35 Q 15.47 0.1531 0.32 .Q 15.60 0.1567 0.34 Q 15.73 0.1607 0.38 Q 15.87 0.1657 0.54 Q 16.00 0.1727 0.74 Q 16.13 0.1897 2.35 Q 16.27 0.2050 0.44 Q 16.40 0.2090 0.30 Q 16.53 0.2125 0.33 Q 16.66 0.2159 0.29 Q 16.80 0.2189 0.26 Q 16.93 0.2216 0.24 Q 17.06 0.2242 0.22 Q 17.20 0.2265 0.21 Q 17.33 0.2288 0.20 Q 17.46 0.2309 0.19 Q 17.59 0.2329 0.18 Q 17.73 0.2348 0.17 Q 17.86 0.2367 0.17 Q 17.99 0.2385 0.16 Q 18.13 0.2402 0.14 Q 18.26 0.2417 0.14 Q 18.39 0.2432 0.13 Q 18.52 0.2446 0.13 Q 18.66 0.2460 0.13 Q 18.79 0.2474 0.12 Q 18.92 0.2487 0.12 Q 19.06 0.2500 0.12 Q 19.19 0.2513 0.11 Q 19.32 0.2525 0.11 Q 19.45 0.2537 0.11 Q 19.59 0.2549 0.11 Q 19.72 0.2561 0.10 Q 19.85 0.2572 0.10 Q 19.98 0.2583 0.10 Q 20.12 0.2594 0.10 Q 20.25 0.2605 0.10 Q 20.38 0.2616 0.10 Q 20.52 0.2626 0.09 Q 20.65 0.2636 0.09 Q 20.78 0.2647 0.09 Q 20.91 0.2657 0.09 Q 21.05 0.2666 0.09 Q 21.18 0.2676 0.09 Q t u Li 1 1 1 t 1 Z Z Z 2 2 •--------------------- ------------------ - - - - -- 21.31 0.2686 0.09 21.45 0.2695 0.09 S 21.58 0.2704 0.08 21.71 0.2714 0.08 S 21.84 0.2723 0.08 S 21.98 0.2732 0.08 S 22.11 0.2741 0.08 22.24 0.2749 0.08 S 22.38 0.2758 0.08 S 22.51 0.2767 0.08 22.64 0.2775 0.08 S 22.77 0.2784 0.08 S 22.91 0.2792 0.08 S 23.04 0.2800 0.07 S 23.17 0.2808 0.07 S 23.31 23.44 0.2816 0.2824 0.07 S 0.07 S 23.57 0.2832 0.07 S 23.70 0.2840 0.07 f 23.84 0.2848 0.07 S 23.97 0.2856 0.07 f 24.10 0.2863 0.07 l 24.24 0.2867 0.00 ------------------------------ 1 t u Li 1 1 1 t 1 Z Z Z 2 2 •--------------------- ------------------ - - - - -- I I I - ) I- I 1 u J L r 1 1 PROJECT: T t GS4N DATE: 3/4.0+ S AdN &GE A ENGINEER: J;H. 1. .Enter the design storm return frequency (years) � 2. Enter catchment lag (hours) Tc=7ffl PAN 3. Enter the catchment area (acres) 1A 4. Enter basef low (cfs/square mile) 0 S. Enter S -Graph proportions (decimal) Valley: Developed Foothill Mountain n Valley: Undeveloped p Desert 6. Enter maximum loss rate, F (inch/hmr) 0 10 7. Enter low loss f rac:tion, Y (decimal) 8. Enter watershed area - averaged 5-minute point rainfall (inches)* 01333 Enter watershed area - averaged 30- minute point rain- fall (inches)* o' 69&7 Enter watershed area - averaged 1 -hour point rainfall O )* 0� 0 Enter watershed area - averaged 3 -hour point rainfall (mss)* 1.63 Enter watershed area- averaged .6 -hour point rainfall (inches)* x.35 Enter watershed area- averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadiusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E-7 F1 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.19 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 LOW LOSS FRACTION = 0.054 TIME OF CONCENTRATION(MIN.) = 7.97 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 5 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.33 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.69 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.90 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.63 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.35 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.05 ----- ---- ------------------ TOTAL - --- CATCHMENT RUNOFF -- VOLUME(ACRE -FEET) -- ----- 0.42 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.08 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) 0.06 0.0000 0.00 Q 0.19 0.0006 0.12 Q 0.33 0.0019 0.12 Q 0.46 0.0032 0.12 Q 0.59 0.0046 0.12 Q 0.72 0.0059 0.12 Q 0.86 0.0072 0.12 Q 0.99 0.0085 0.12 Q 1.12 0.0098 0.12 Q 1.26 0.0112 0.12 Q 1.39 0.0125 0.12 Q 1.52 0.0138 0.12 Q I 1.65 0.0152 0.12 Q 1.79 0.0165 0.12 Q 1.92 0.0179 0.12 Q 2.05 0.0193 0.12 Q 2.19 0.0206 0.13 Q 2.32 0.0220 0.13 Q 2.45 0.0234 0.13 Q 2.58 0.0248 0.13 Q 2.72 0.0262 0.13 Q 2.85 0.0276 0.13 Q 2.98 0.0290 0.13 Q 3.12 0.0304 0.13 Q 3.25 0.0318 0.13 Q 3.38 0.0333 0.13 Q 3.51 0.0347 0.13 Q 3.65 0.0361 0.13 Q 3.78 0.0376 0.13 Q 3.91 0.0390 0.13 Q 4.04 0.0405 0.13 Q 4.18 0.0420 0.13 Q 4.31 0.0434 0.13 Q 4.44 0.0449 0.14 Q 4.58 0.0464 0.14 Q 4.71 0.0479 0.14 Q 4.84 0.0494 0.14 Q 4.97 0.0509 0.14 Q 5.11 0.0525 0.14 Q 5.24 0.0540 0.14 Q 5.37 0.0555 0.14 Q 5.51 0.0571 0.14 Q 5.64 0.0586 0.14 Q 5.77 0.0602 0.14 Q 5.90 0.0618 0.14 Q 6.04 0.0634 0.14 Q 6.17 0.0650 0.15 Q 6.30 0.0666 0.15 Q 6.44 0.0682 0.15 Q 6.57 0.0698 0.15 Q 6.70 0.0714 0.15 Q 6.83 0.0731 0.15 Q 6.97 0.0747 0.15 Q 7.10 0.0764 0.15 Q 7.23 0.0781 0.15 Q 7.37 0.0798 0.15 Q 7.50 0.0815 0.16 Q 7.63 0.0832 0.16 Q 7.76 0.0849 0.16 Q 7.90 0.0866 0.16 Q 8.03 0.0884 0.16 Q 8.16 0.0901 0.16 Q 8.30 0.0919 0.16 Q 8.43 0.0937 0.16 Q 8.56 0.0955 0.16 Q 8.69 0.0973 0.17 Q 8.83 8.96 0.0991 0.1010 0.17 0.17 Q Q 9.09 0.1029 0.17 Q 9.23 0.1047 0.17 Q 9.36 0.1066 0.17 Q 9.49 0.1085 0.17 Q 9.62 0.1105 0.18 Q 9.76 0.1124 0.18 Q 9.89 0.1144 0.18 Q 10.02 0.1163 0.18 Q 10.16 0.1183 0.18 Q 10.29 0.1204 0.19 Q ' 10.42 0.1224 0.19 Q 10.55 0.1245 0.19 Q 10.69 0.1266 0.19 Q 10.82 0.1287 0.19 Q ' 10.95 0.1308 0.20 Q 11.09 0.1330 0.20 Q 11.22 0.1351 0.20 Q 11.35 0.1374 0.20 Q 11.48 0.1396 0.20 Q 11.62 11.75 0.1419 0.1442 0.21 0.21 Q Q 11.88 0.1465 0.21 Q 12.01 0.1488 0.22 Q 12.15 0.1512 0.21 Q 12.28 0.1535 0.21 Q 1 1 t 1 1 1 i i i 1 t 1 1 1 i i 1 1 12.41 0.1559 0.22 Q 12.55 0.1583 0.22 Q 12.68 0.1607 0.23 Q 12.81 0.1632 0.23 Q 12.94 0.1658 0.23 Q 13.08 0.1684 0.24 Q 13.21 0.1710 0.24 Q 13.34 0.1737 0.25 Q 13.48 0.1765 0.26 Q 13.61 0.1793 0.26 Q 13.74 0.1822 0.27 Q 13.87 0.1852 0.27 Q 14.01 0.1883 0.29 Q 14.14 0.1915 0.30 Q 14.27 0.1948 0.31 Q 14.41 0.1983 0.32 Q 14.54 0.2019 0.33 Q 14.67 0.2056 0.34 Q 14.80 0.2095 0.36 Q 14.94 0.2135 0.38 Q 15.07 0.2178 0.41 Q 15.20 0.2224 0.42 Q 15.34 0.2273 0.47 Q 15.47 0.2322 0.42 Q 15.60 0.2369 0.43 Q 15.73 0.2419 0.49 Q 15.87 0.2486 0.72 Q 16.00 0.2579 0.99 Q 16.13 0.2807 3.16 Q 16.27 0.3012 0.58 Q 16.40 0.3066 0.39 Q 16.53 0.3112 0.44 Q 16.66 0.3158 0.39 Q 16.80 0.3199 0.35 Q 16.93 0.3236 0.33 Q 17.06 0.3270 0.30 Q 17.20 0.3303 0.28 Q 17.33 0.3332 0.26 Q 17.46 0.3361 0.25 Q 17.59 0.3388 0.24 Q 17.73 0.3414 0.23 Q 17.86 0.3439 0.22 Q 17.99 0.3463 0.22 Q 18.13 0.3487 0.22 Q 18.26 0.3510 0.21 Q 18.39 0.3533 0.21 Q 18.52 0.3555 0.20 Q 18.66 0.3577 0.20 Q 18.79 0.3599 0.19 Q 18.92 0.3619 0.19 Q 19.06 0.3640 0.18 Q 19.19 0.3660 0.18 Q 19.32 0.3680 0.18 Q 19.45 0.3699 0.17 Q 19.59 0.3718 0.17 Q 19.72 0.3736 0.17 Q 19.85 0.3755 0.17 Q 19.98 0.3773 0.16 Q 20.12 0.3790 0.16 Q 20.25 0.3808 0.16 Q 20.38 0.3825 0.16 Q 20.52 0.3842 0.15 Q 20.65 0.3859 0.15 Q 20.78 0.3875 0.15 Q 20.91 0.3892 0.15 Q 21.05 0.3908 0.15 Q 21.18 0.3924 0.14 Q d U.-I rl I'll' 0 d- I it 21.31 0.3940 0.14 Q 21.45 0.3955 0.14 Q 21.58 0.3971 0.14 Q 21.71 0.3986 0.14 Q 21.84 0.4001 0.14 Q 21.98 0.4016 0.14 Q 22.11 0.4031 0.13 Q 22.24 0.4045 0.13 Q 22.38 0.4060 0.13 Q 22.51 0.4074 0.13 Q 22.64 0.4088 0.13 Q 22.77 0.4102 0.13 Q 22.91 0.4116 0.13 Q 23.04 0.4130 0.13 Q 23.17 0.4144 0.12 Q 23.31 0.4157 0.12 Q 23.44 0.4171 0.12 Q 23.57 0.4184 0.12 Q 23.70 0.4198 0.12 Q 23.84 23.97 0.4211 0.4224 0.12 0.12 Q Q 24.10 0.4237 0.12 Q 24.24 0.4243 0.00 Q ---------------------------------------------------------------------------- 1 U.-I rl I'll' 0 d- I it I -) F1 1_ *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E-7 PROJECT: T Ntl- -N DATE: 3/¢/o¢ L�-AtN a AAA 6 r ENGINEER: 1. Enter the design storm return frequency (years) 2. 2. Enter catchment lag (hours) -`c. =5 yy%A 3. Enter the catchment area (acres) b o 4. Enter basef low (cfs/square mile) S. Enter S -Graph proportions (decimal) Valley: Developed +, p Foothill a Mountain Valley: Undeveloped .. Desert p 6. Enter maximum loss rate, F (inch/hour) o.lu 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5-minute point rainfall (inches)* Enter watershed area - averaged 30- minute point .rain - f all Gnches)* o ti53 Enter watershed area- averaged 1 -hour point rainfall Onthes)* U.7o Enter watershed area - averaged 3 -h oLr point rainfall (inches)* (�Z57 Enter watershed area - averaged .6 -hour' point rainfall (inc) l �� Enter watershed area - averaged 24 -hour point rainfall 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E-7 ************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 E l (714) 685 -6860 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.09 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 LOW LOSS FRACTION = 0.076 TIME OF CONCENTRATION(MIN.) = 5.00 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.53 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.70 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.25 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.80 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.50 ------- ------ ----------------- -- ----- ---- ------------------ TOTAL --- CATCHMENT RUNOFF -- VOLUME(ACRE -FEET) = 0.02 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.00 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) -------------------------------------------------------------- 0.08 0.0000 0.01 Q 0.17 0.0001 0.01 Q 0.25 0.0001 0.01 Q 0.33 0.0001 0.01 Q 0.42 0.0002 0.01 Q 0.50 0.0002 0.01 Q 0.58 0.0002 0.01 Q 0.67 0.0003 0.01 Q 0.75 •0.0003 0.01 Q 0.83 0.0003 0.01 Q 0.92 0.0004 0.01 Q 1.00 0.0004 0.01 Q 1.08 0.0005 0.01 Q 1.17 0.0005 0.01 Q 1.25 0.0005 0.01 Q 1.33 0.0006 0.01 Q 1.42 0.0006 0.01 Q 1.50 0.0006 0.01 Q 1.58 0.0007 0.01 Q 1.67 0.0007 0.01 Q 1.75 0.0008 0.01 Q 1.83 0.0008 0.01 Q 1.92 0.0008 0.01 Q 2.00 0.0009 0.01 Q 2.08 0.0009 0.01 Q 2.17 0.0010 0.01 Q D ' 2.25 0.0010 0.01 Q 2.33 0.0010 0.01 Q 2.42 0.0011 0.01 Q 2.50 0.0011 0.01 Q 2.58 0.0011 0.01 Q 2.67 0.0012 0.01 Q 2.75 0.0012 0.01 Q 2.83 0.0013 0.01 Q 2.92 0.0013 0.01 Q 3.00 0.0013 0.01 Q 3.08 0.0014 0.01 Q 3.17 0.0014 0.01 Q 3.25 0.0015 0.01 Q 3.33 0.0015 0.01 Q 3.42 0.0015 0.01 Q 3.50 0.0016 0.01 Q Eli 3.58 0.0016 0.01 Q 3.67 0.0017 0.01 Q 3.75 0.0017 0.01 Q 3.83 3.92 0.0018 0.0018 0.01 0.01 Q Q 4.00 0.0018 0.01 Q 4.08 0.0019 0.01 Q 4.17 0.0019 0.01 Q 4.25 0.0020 0.01 Q 4.33 0.0020 0.01 Q 4.42 0.0020 0.01 Q 4.50 0.0021 0.01 Q 4.58 0.0021 0.01 Q 4.67 0.0022 0.01 Q 4.75 0.0022 0.01 Q 4.83 0.0023 0.01 Q 4.92 0.0023 0.01 Q 5.00 0.0023 0.01 Q 5.08 0.0024 0.01 Q 5.17 0.0024 0.01 Q 5.25 0.0025 0.01 Q 5.33 0.0025 0.01 Q 5.42 0.0026 0.01 Q 5.50 0.0026 0.01 Q 5.58 0.0027 0.01 Q 5.67 0.0027 0.01 Q 5.75 0.0028 0.01 Q 5.83 0.0028 0.01 Q 5.92 0.0028 0.01 Q 6.00 0.0029 0.01 Q 6.08 0.0029 0.01 Q 6.17 0.0030 0.01 Q 6.25 0.0030 0.01 Q 6.33 0.0031 0.01 Q 6.42 0.0031 0.01 Q 6.50 0.0032 0.01 Q 6.58 0.0032 0.01 Q 6.67 0.0033 0.01 Q 6.75 0.0033 0.01 Q 6.83 0.0034 0.01 Q 6.92 0.0034 0.01 Q 7.00 0.0035 0.01 Q 7.08 0.0035 0.01 Q 7.17 0.0035 0.01 Q 7.25 0.0036 0.01 Q 7.33 0.0036 0.01 Q 7.42 0.0037 0.01 Q 7.50 0.0037 0.01 Q 7.58 0.0038 0.01 Q 7.67 0.0038 0.01 Q 7.75 0.0039 0.01 Q 7.83 0.0039 0.01 Q 7.92 0.0040 0.01 Q 8.00 0.0041 0.01 Q 8.08 0.0041 0.01 Q 8.17 0.0042 0.01 Q 8.25 0.0042 0.01 Q 8.33 0.0043 0.01 Q 8.42 0.0043 0.01 Q 8.50 0.0044 0.01 Q 8.58 0.0044 0.01 Q 8.67 0.0045 0.01 Q 8.75 0.0045 0.01 Q 8.83 0.0046 0.01 Q 8.92 0.0046 0.01 Q 9.00 0.0047 0.01 Q 9.08 0.0047 0.01 Q 9.17 0.0048 0.01 Q 9.25 0.0049 0.01 Q 9.33 0.0049 0.01 Q 9.42 9.50 0.0050 0.0050 0.01 0.01 Q Q 9.58 0.0051 0.01 Q 9.67 0.0051 0.01 Q 9.75 0.0052 0.01 Q 9.83 0.0053 0.01 Q 9.92 0.0053 0.01 Q 10.00 0.0054 0.01 Q 10.08 0.0054 0.01 Q 10.17 0.0055 0.01 Q 10.25 0.0056 0.01 Q 10.33 0.0056 0.01 Q 10.42 0.0057 0.01 Q 10.50 0.0057 0.01 Q 10.58 0.0058 0.01 Q 10.67 0.0059 0.01 Q 10.75 0.0059 0.01 Q 10.83 0.0060 0.01 Q 10.92 0.0061 0.01 Q 11.00 0.0061 0.01 Q 11.08 0.0062 0.01 Q 11.17 0.0063 0.01 Q 11.25 0.0063 0.01 Q 11.33 0.0064 0.01 Q 11.42 0.0065 0.01 Q 11.50 0.0065 0.01 Q 11.58 0.0066 0.01 Q 11.67 0.0067 0.01 Q 11.75 0.0067 0.01 Q 11.83 0.0068 0.01 Q 11.92 0.0069 0.01 Q 12.00 0.0070 0.01 Q 12.08 0.0070 0.01 Q 12.17 0.0071 0.01 Q 12.25 0.0072 0.01 Q 12.33 0.0073 0.01 Q 12.42 0.0074 0.01 Q 12.50 0.0075 0.01 Q 12.58 0.0075 0.01 Q 12.67 0.0076 0.01 Q 12.75 0.0077 0.01 Q 12.83 0.0078 0.01 Q 12.92 13.00 0.0079 0.0080 0.01 0.01 Q Q 13.08 0.0081 0.01 Q 13.17 0.0082 0.01 Q 13.25 0.0083 0.01 Q 13.33 0.0084 0.01 Q 13.42 0.0085 0.01 Q 13.50 0.0086 0.01 Q 13.58 0.0087 0.01 Q 13.67 0.0088 0.01 Q 13.75 0.0089 0.02 Q 13.83 0.0090 0.02 Q 13.92 0.0091 0.02 Q 14.00 0.0092 0.02 Q ' 14.08 0.0093 0.02 Q 14.17 0.0094 0.02 Q 14.25 0.0095 0.02 Q 14.33 0.0097 0.02 Q 14.42 0.0098 0.02 Q 14.50 0.0099 0.02 Q 14.58 0.0100 0.02 Q 14.67 0.0102 0.02 Q 14.75 0.0103 0.02 Q 14.83 0.0104 0.02 Q 14.92 0.0106 0.02 Q 15.00 0.0107 0.02 Q 15.08 0.0109 0.02 Q 15.17 0.0111 0.02 Q 15.25 0.0112 0.03 Q 15.33 15.42 0.0114 0.0116 0.03 0.02 Q Q ti 15.50 0.0117 0.02 Q 15.58 0.0119 0.03 Q 15.67 0.0121 0.03 Q 15.75 0.0123 0.03 Q 15.83 0.0125 0.04 Q 15.92 0.0128 0.05 Q 16.00 0.0133 0.07 Q 16.08 0.0144 0.24 Q 16.17 0.0153 0.04 Q 16.25 0.0156 0.03 Q 16.33 0.0158 0.02 Q 16.42 0.0160 0.03 Q 16.50 0.0161 0.02 Q 16.58 0.0163 0.02 Q 16.67 0.0165 0.02 Q 16.75 0.0166 0.02 Q 16.83 0.0167 0.02 Q 16.92 0.0169 0.02 Q 17.00 0.0170 0.02 Q 17.08 0.0171 0.02 Q 17.17 0.0172 0.02 Q 17.25 0.0173 0.02 Q 17.33 0.0174 0.01 Q 17.42 0.0175 0.01 Q 17.50 0.0176 0.01 Q 17.58 0.0177 0.01 Q 17.67 0.0178 0.01 Q 17.75 0.0179 0.01 Q 17.83 0.0180 0.01 Q 17.92 0.0181 0.01 Q 18.00 0.0181 0.01 Q 18.08 0.0182 0.01 Q 18.17 0.0183 0.01 Q 18.25 0.0184 0.01 Q 18.33 0.0184 0.01 Q 18.42 0.0185 0.01 Q 18.50 0.0186 0.01 Q 18.58 0.0186 0.01 Q 18.67 0.0187 0.01 Q 18.75 0.0188 0.01 Q 18.83 0.0188 0.01 Q 18.92 0.0189 0.01 Q Ci 1 19.00 0.0189 0.01 Q 19.08 0.0190 0.01 Q 19.17 0.0191 0.01 Q 19.25 0.0191 0.01 Q 19.33 0.0192 0.01 Q 19.42 0.0192 0.01 Q 19.50 0.0193 0.01 Q 19.58 0.0194 0.01 Q 19.67 0.0194 0.01 Q 19.75 0.0195 0.01 Q 19.83 0.0195 0.01 Q 19.92 0.0196 0.01 Q 20.00 0.0196 0.01 Q 20.08 0.0197 0.01 Q 20.17 0.0197 0.01 Q 20.25 0.0198 0.01 Q 20.33 0.0198 0.01 Q 20.42 0.0199 0.01 Q 20.50 0.0199 0.01 Q 20.58 0.0200 0.01 Q 20.67 0.0200 0.01 Q 20.75 0.0201 0.01 Q 20.83 0.0201 0.01 Q 20.92 0.0202 0.01 Q 21.00 0.0202 0.01 Q 21.08 0.0203 0.01 Q 21.17 0.0203 0.01 Q 21.25 0.0203 0.01 Q 21.33 0.0204 0.01 Q 21.42 0.0204 0.01 Q 21.50 0.0205 0.01 Q 21.58 0.0205 0.01 Q 21.67 0.0206 0.01 Q 21.75 0.0206 0.01 Q 21.83 0.0207 0.01 Q 21.92 0.0207 0.01 Q 22.00 0.0207 0.01 Q 22.08 0.0208 0.01 Q 22.17 0.0208 0.01 Q 22.25 0.0209 0.01 Q 22.33 0.0209 0.01 Q 22.42 0.0209 0.01 Q 22.50 0.0210 0.01 Q 22.58 0.0210 0.01 Q 22.67 0.0211 0.01 Q 22.75 0.0211 0.01 Q 22.83 0.0211 0.01 Q 22.92 0.0212 0.01 Q 23.00 0.0212 0.01 Q 23.08 0.0213 0.01 Q 23.17 0.0213 0.01 Q 23.25 0.0213 0.01 Q 23.33 0.0214 0.01 Q 23.42 0.0214 0.01 Q 23.50 0.0215 0.01 Q 23.58 0.0215 0.01 Q 23.67 0.0215 0.01 Q 23.75 0.0216 0.01 Q 23.83 0.0216 0.01 Q 23.92 0.0216 0.01 Q 24.00 0.0217 0.01 Q Q _2408______0_0217 1 - _____ 1 1 f 1 0 F1 G PROJECT: Tpf s,lAgh RISSAN DATE: 314-t — MAi N A-6& AgEA (2 I ENGINEER: 1. ,Enter the design storm return frequency (years) S- 2. Enter catchment lag (hats) M)V1 3. Enter the catchment area (acres) 0 0 4. Enter basef low (cfs/square mile) 0 5. Enter S -Graph proportions (decimal) Valley: Developed ( Foothill Q Mountain 0 Valley: Undeveloped O . Desert 0 6. Enter maximum loss rate, F (inch/har) p l0 7. Enter low loss fraction, Y (decimal) D,osA- 8. Enter watershed area- averaged 5- minute point rainfall (inches)* 6333 Enter watershed area - averaged 30- minute point .rain- fall Gnckses)* n, hfc Enter watershed area- averaged 1 -hour point rainfall (inus)* o, Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged .6 -hour' point rainfall Enter watershed area- averaged 24 -hour point rainfall (inches)* s �s 9. Enter 24 -hour storm unit interval (mimaes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 0 1 u j r A c i 0 J u 0 L7 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.09 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 LOW LOSS FRACTION = 0.054 TIME OF CONCENTRATION(MIN.) = 5.00 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 5 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.33 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.69 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.90 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.63 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.35 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.05 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.03 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.01 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.08 0.0000 0.01 Q 0.17 0.0001 0.01 Q 0.25 0.0002 0.01 Q 0.33 0.0002 0.01 Q 0.42 0.0003 0.01 Q 0.50 0.0003 0.01 Q 0.58 0.0004 0.01 Q 0.67 0.0005 0.01 Q 0.75 0.0005 0.01 Q 0.83 0.0006 0.01 Q 0.92 0.0007 0.01 Q 1.00 0.0007 0.01 Q 1.08 0.0008 0.01 Q 1.17 0.0008 0.01 Q 1.25 0.0009 0.01 Q 1.33 0.0010 0.01 Q 1.42 0.0010 0.01 Q 1.50 0.0011 0.01 Q 1.58 0.0012 0.01 Q 1.67 0.0012 0.01 Q 1.75 0.0013 0.01 Q 1.83 0.0014 0.01 Q 1.92 0.0014 0.01 Q 2.00 0.0015 0.01 Q 2.08 0.0015 0.01 Q 2.17 0.0016 0.01 Q 2.25 0.0017 0.01 Q 2.33 0.0017 0.01 Q 2.42 0.0018 0.01 Q 2.50 0.0019 0.01 Q 2.58 0.0019 0.01 Q 2.67 0.0020 0.01 Q 2.75 0.0021 0.01 Q 2.83 0.0021 0.01 Q 2.92 0.0022 0.01 Q 3.00 0.0023 0.01 Q 3.08 0.0023 0.01 Q 3.17 0.0024 0.01 Q 3.25 0.0025 0.01 Q 3.33 0.0025 0.01 Q 3.42 0.0026 0.01 Q 3.50 3.58 0.0027 0.0027 0.01 0.01 Q Q 3.67 0.0028 0.01 Q 3.75 0.0029 0.01 Q 3.83 0.0030 0.01 Q 3.92 0.0030 0.01 Q 4.00 0.0031 0.01 Q 4.08 0.0032 0.01 Q 4.17 0.0032 0.01 Q 4.25 0.0033 0.01 Q 4.33 0.0034 0.01 Q 4.42 0.0034 0.01 Q 4.50 0.0035 0.01 Q 4.58 0.0036 0.01 Q 4.67 0.0037 0.01 Q 4.75 0.0037 0.01 Q 4.83 0.0038 0.01 Q 4.92 0.0039 0.01 Q 5.00 0.0039 0.01 Q 5.08 0.0040 0.01 Q 5.17 0.0041 0.01 Q 5.25 5.33 0.0042 0.0042 0.01 0.01 Q Q 5.42 0.0043 0.01 Q 5.50 0.0044 0.01 Q 5.58 0.0045 0.01 Q 5.67 0.0045 0.01 Q 5.75 0.0046 0.01 Q 5.83 0.0047 0.01 Q 5.92 0.0048 0.01 Q 6.00 0.0048 0.01 Q 6.08 0.0049 0.01 Q 6.17 0.0050 0.01 Q 6.25 0.0051 0.01 Q 6.33 0.0051 0.01 Q 6.42 0.0052 0.01 Q 6.50 0.0053 0.01 Q 6.58 0.0054 0.01 Q 6.67 0.0054 0.01 Q 6.75 0.0055 0.01 Q 6.83 0.0056 0.01 Q 6.92 0.0057 0.01 Q 7.00 0.0058 0.01 Q 7.08 0.0058 0.01 Q 7.17 0.0059 0.01 Q 7.25 0.0060 0.01 Q 7.33 0.0061 0.01 Q 7.42 0.0062 0.01 Q 7.50 0.0062 0.01 Q 7.58 0.0063 0.01 Q 7.67 0.0064 0.01 Q 7.75 0.0065 0.01 Q 7.83 0.0066 0.01 Q 7.92 0.0066 0.01 Q 8.00 0.0067 0.01 Q 8.08 0.0068 0.01 Q 8.17 0.0069 0.01 Q 8.25 0.0070 0.01 Q 8.33 0.0071 0.01 Q 8.42 0.0071 0.01 Q 8.50 0.0072 0.01 Q 8.58 0.0073 0.01 Q 8.67 0.0074 0.01 Q 8.75 0.0075 0.01 Q 8.83 0.0076 0.01 Q 8.92 0.0077 0.01 Q 9.00 0.0078 0.01 Q 9.08 0.0078 0.01 Q 9.17 0.0079 0.01 Q 9.25 0.0080 0.01 Q 9.33 0.0081 0.01 Q 9.42 0.0082 0.01 Q 9.50 0.0083 0.01 Q 9.58 0.0084 0.01 Q 9.67 0.0085 0.01 Q 9.75 0.0086 0.01 Q 9.83 0.0087 0.01 Q 9.92 0.0088 0.01 Q 10.00 0.0089 0.01 Q 10.08 0.0089 0.01 Q 10.17 0.0090 0.01 Q 10.25 0.0091 0.01 Q 10.33 0.0092 0.01 Q 10.42 0.0093 0.01 Q 10.50 10.58 0.0094 0.0095 0.01 0.01 Q Q 10.67 0.0096 0.01 Q 10.75 0.0097 0.01 Q 10.83 0.0098 0.01 Q 10.92 0.0099 0.01 Q 11.00 0.0100 0.01 Q 11.08 0.0101 0.02 Q 11.17 0.0102 0.02 Q 11.25 0.0103 0.02 Q 11.33 0.0105 0.02 Q 11.42 0.0106 0.02 Q 11.50 0.0107 0.02 Q 11.58 0.0108 0.02 Q 11.67 0.0109 0.02 Q 11.75 0.0110 0.02 Q 11.83 0.0111 0.02 Q 11.92 0.0112 0.02 Q 12.00 0.0113 0.02 Q 12.08 0.0114 0.02 Q 12.17 0.0115 0.02 Q 12.25 12.33 0.0117 0.0118 0.02 0.02 Q Q 12.42 0.0119 0.02 Q 12.50 0.0120 0.02 Q 12.58 0.0121 0.02 Q 12.67 0.0122 0.02 Q 12.75 0.0123 0.02 Q 12.83 0.0125 0.02 Q 12.92 0.0126 0.02 Q 13.00 0.0127 0.02 Q 13.08 0.0128 0.02 Q 13.17 0.0130 0.02 Q 13.25 0.0131 0.02 Q 13.33 0.0132 0.02 Q 13.42 0.0134 0.02 Q 13.50 0.0135 0.02 Q 13.58 0.0136 0.02 Q 13.67 0.0138 0.02 Q 13.75 0.0139 0.02 Q 13.83 0.0140 0.02 Q 13.92 0.0142 0.02 Q 14.00 0.0143 0.02 Q 14.08 0.0145 0.02 Q 14.17 0.0146 0.02 Q 14.25 0.0148 0.02 Q 14.33 0.0150 0.02 Q 14.42 0.0151 0.02 Q 14.50 0.0153 0.03 Q 14.58 0.0155 0.03 Q 14.67 14.75 0.0157 0.0158 0.03 0.03 Q Q 14.83 0.0160 0.03 Q 14.92 0.0162 0.03 Q 15.00 0.0164 0.03 Q 15.08 0.0166 0.03 Q 15.17 0.0169 0.03 Q 15.25 0.0171 0.03 Q 15.33 0.0173 0.04 Q 15.42 0.0176 0.03 Q 15.50 0.0177 0.03 Q 15.58 0.0180 0.03 Q 15.67 0.0182 0.04 Q 15.75 0.0185 0.04 Q 15.83 0.0188 0.05 Q 15.92 0.0192 0.07 Q 16.00 0.0198 0.10 Q 16.08 0.0213 0.32 Q 16.17 0.0226 0.06 Q 16.25 0.0229 0.04 Q 16.33 0.0231 0.03 Q 16.42 16.50 0.0234 0.0236 0.04 0.03 Q Q 16.58 0.0238 0.03 Q 16.67 0.0240 0.03 Q 16.75 0.0242 0.03 Q 16.83 0.0244 0.03 Q 16.92 0.0246 0.02 Q 17.00 0.0247 0.02 Q 17.08 0.0249 0.02 Q 17.17 0.0250 0.02 Q 17.25 0.0252 0.02 Q 17.33 0.0253 0.02 Q 17.42 0.0255 0.02 Q 17.50 0.0256 0.02 Q 17.58 0.0257 0.02 Q 17.67 0.0258 0.02 Q 17.75 0.0260 0.02 Q 17.83 0.0261 0.02 Q 17.92 0.0262 0.02 Q 18.00 0.0263 0.02 Q 18.08 0.0264 0.02 Q 18.17 18.25 0.0265 0.0266 0.02 0.02 Q Q 18.33 0.0267 0.02 Q 18.42 0.0269 0.02 Q 18.50 0.0270 0.02 Q 18.58 0.0271 0.01 Q 18.67 0.0272 0.01 Q 18.75 0.0273 0.01 Q 18.83 0.0274 0.01 Q 18.92 0.0275 0.01 Q C 1 19.00 0.0276 0.01 Q 0 19.08 0.0277 0.01 Q ' 19.17 19.25 0.0278 0.0278 0.01 0.01 Q Q 19.33 0.0279 0.01 Q 19.42 0.0280 0.01 Q 19.50 0.0281 0.01 Q 19.58 0.0282 0.01 Q 19.67 0.0283 0.01 Q 19.75 0.0284 0.01 Q 19.83 0.0285 0.01 Q 19.92 0.0286 0.01 Q 20.00 0.0286 0.01 Q 20.08 0.0287 0.01 Q 20.17 0.0288 0.01 Q 20.25 0.0289 0.01 Q 20.33 0.0290 0.01 Q 20.42 0.0290 0.01 Q 20.50 0.0291 0.01 Q 20.58 0.0292 0.01 Q 20.67 0.0293 0.01 Q 20.75 0.0294 0.01 Q 20.83 0.0294 0.01 Q 20.92 21.00 0.0295 0.0296 0.01 0.01 Q Q 21.08 0.0297 0.01 Q 21.17 0.0297 0.01 Q 21.25 0.0298 0.01 Q 21.33 0.0299 0.01 Q 21.42 0.0300 0.01 Q 21.50 0.0300 0.01 Q 21.58 0.0301 0.01 Q 21.67 0.0302 0.01 Q El 21.75 0.0303 0.01 Q 21.83 0.0303 0.01 Q 21.92 0.0304 0.01 Q 22.00 0.0305 0.01 Q 22.08 0.0305 0.01 Q 22.17 0.0306 0.01 Q 22.25 0.0307 0.01 Q 22.33 0.0307 0.01 Q 22.42 0.0308 0.01 Q 22.50 0.0309 0.01 Q 22.58 0.0310 0.01 Q 22.67 22.75 0.0310 0.0311 0.01 0.01 Q Q 22.83 0.0312 0.01 Q 22.92 0.0312 0.01 Q 23.00 0.0313 0.01 Q 23.08 0.0313 0.01 Q 23.17 0.0314 0.01 Q 23.25 0.0315 0.01 Q 23.33 0.0315 0.01 Q 23.42 0.0316 0.01 Q 23.50 0.0317 0.01 Q 23.58 0.0317 0.01 Q 23.67 0.0318 0.01 Q 23.75 0.0319 0.01 Q 23.83 0.0319 0.01 Q 23.92 0.0320 0.01 Q 24.00 0.0320 0.01 Q 24.08 _____0_0321 ____- 0�00__Q 1 0 L� C J t 0 PROJECT: ��;-p, NjS�4N DATE: JDR ff, &G 8REA C Z ENGINEER: ` 1,H. 1. Enter the design storm return frequency (years) 2. Enter catchment lag (hors) TG= S M 3. Enter the catchment area (acres) ON,i 4. Enter basef low Ws/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed (, p Foothill Mountain o Valley: Undeveloped p . Desert 6. Enter maximum loss rate, F (inch/hour) �y, In 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5-minute point rainfall (inches)* 0'" Enter watershed area - averaged 30- minute point .rain- fall (inches)* Enter watershed area - averaged 1 -hour point rainfall (ides)* 4 X70 Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged .6 -hour' point rainfall (inches)* $p Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E -7 I I H_ r� [I fl 1 1 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.11 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 LOW LOSS FRACTION = 0.076 TIME OF CONCENTRATION(MIN.) = 5.00 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.26 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.53 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.70 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.25 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.80 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.50 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.03 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.01 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.08 0.0000 0.01 Q 0.17 0.0001 0.01 Q 0.25 0.0001 0.01 Q 0.33 0.0002 0.01 Q 0.42 0.0002 0.01 Q 0.50 0.0002 0.01 Q 0.58 0.0003 0.01 Q 0.67 0.0003 0.01 Q 0.75 0.0004 0.01 Q 0.83 0.0004 0.01 Q 0.92 0.0005 0.01 Q 1.00 0.0005 0.01 Q 1.08 0.0006 0.01 Q 1.17 0.0006 0.01 Q 1.25 0.0007 0.01 Q 1.33 0.0007 0.01 Q 1.42 0.0007 0.01 Q 1.50 0.0008 0.01 Q 1.58 0.0008 0.01 Q 1.67 0.0009 0.01 Q 1.75 0.0009 0.01 Q 1.83 0.0010 0.01 Q 1.92 0.0010 0.01 Q 2.00 0.0011 0.01 Q 2.08 0.0011 0.01 Q 2.17 0.0012 0.01 Q l 2.25 0.0012 0.01 Q 2.33 0.0013 0.01 Q 2.42 0.0013 0.01 Q 2.50 0.0014 0.01 Q 2.58 0.0014 0.01 Q 2.67 0.0015 0.01 Q 2.75 0.0015 0.01 Q 2.83 0.0015 0.01 Q 2.92 0.0016 0.01 Q 3.00 0.0016 0.01 Q 3.08 0.0017 0.01 Q 3.17 0.0017 0.01 Q 3.25 0.0018 0.01 Q 3.33 0.0018 0.01 Q 3.42 0.0019 0.01 Q 3.50 3.58 0.0019 0.0020 0.01 0.01 Q Q 3.67 0.0020 0.01 Q 3.75 0.0021 0.01 Q 3.83 0.0021 0.01 Q 3.92 0.0022 0.01 Q 4.00 0.0022 0.01 Q 4.08 0.0023 0.01 Q 4.17 0.0023 0.01 Q 4.25 0.0024 0.01 Q 4.33 0.0025 0.01 Q 4.42 0.0025 0.01 Q 4.50 0.0026 0.01 Q 4.58 0.0026 0.01 Q 4.67 0.0027 0.01 Q 4.75 0.0027 0.01 Q 4.83 0.0028 0.01 Q 4.92 0.0028 0.01 Q 5.00 0.0029 0.01 Q 5.08 0.0029 0.01 Q 5.17 0.0030 0.01 Q 1 5.25 5.33 0.0030 0.0031 0.01 0.01 Q Q 5.42 0.0031 0.01 Q 5.50 0.0032 0.01 Q 5.58 0.0033 0.01 Q 5.67 0.0033 0.01 Q 5.75 0.0034 0.01 Q 5.83 0.0034 0.01 Q 5.92 0.0035 0.01 Q 6.00 0.0035 0.01 Q 6.08 0.0036 0.01 Q 6.17 0.0036 0.01 Q 6.25 0.0037 0.01 Q 6.33 0.0038 0.01 Q 6.42 0.0038 0.01 Q 6.50 0.0039 0.01 Q 6.58 0.0039 0.01 Q 6.67 0.0040 0.01 Q 6.75 0.0040 0.01 Q 6.83 0.0041 0.01 Q 6.92 0.0042 0.01 Q 7.00 0.0042 0.01 Q 7.08 0.0043 0.01 Q 7.17 0.0043 0.01 Q 7.25 0.0044 0.01 Q 7.33 0.0045 0.01 Q 7.42 0.0045 0.01 Q 7.50 0.0046 0.01 Q 7.58 0.0046 0.01 Q 7.67 0.0047 0.01 Q 7.75 0.0048 0.01 Q t 7.83 0.0048 0.01 Q 7.92 0.0049 0.01 Q 8.00 0.0050 0.01 Q 8.08 0.0050 0.01 Q 8.17 0.0051 0.01 Q 8.25 0.0051 0.01 Q 8.33 0.0052 0.01 Q 8.42 0.0053 0.01 Q 8.50 0.0053 0.01 Q 8.58 0.0054 0.01 Q 8.67 0.0055 0.01 Q 8.75 8.83 0.0055 0.0056 0.01 0.01 Q Q 8.92 0.0057 0.01 Q 9.00 0.0057 0.01 Q 9.08 0.0058 0.01 Q 9.17 0.0059 0.01 Q 9.25 0.0059 0.01 Q 9.33 0.0060 0.01 Q 9.42 0.0061 0.01 Q 9.50 0.0061 0.01 Q 9.58 0.0062 0.01 Q 9.67 0.0063 0.01 Q 9.75 0.0064 0.01 Q 9.83 0.0064 0.01 Q 9.92 0.0065 0.01 Q 10.00 0.0066 0.01 Q 10.08 0.0066 0.01 Q 10.17 0.0067 0.01 Q 10.25 0.0068 0.01 Q 10.33 0.0069 0.01 Q 10.42 0.0069 0.01 Q 10.50 0.0070 0.01 Q 10.58 0.0071 0.01 Q 10.67 0.0072 0.01 Q 10.75 0.0073 0.01 Q 10.83 0.0073 0.01 Q 10.92 0.0074 0.01 Q 11.00 0.0075 0.01 Q 11.08 0.0076 0.01 Q 11.17 0.0077 0.01 Q 11.25 0.0077 0.01 Q 11.33 0.0078 0.01 Q 11.42 0.0079 0.01 Q 11.50 0.0080 0.01 Q 11.58 0.0081 0.01 Q 11.67 0.0082 0.01 Q 11.75 0.0082 0.01 Q 11.83 0.0083 0.01 Q 11.92 0.0084 0.01 Q 12.00 0.0085 0.01 Q 12.08 0.0086 0.01 Q 12.17 0.0087 0.01 Q 12.25 12.33 0.0088 0.0089 0.01 0.01 Q Q 12.42 0.0090 0.02 Q 12.50 0.0091 0.02 Q 12.58 0.0092 0.02 Q 12.67 0.0093 0.02 Q 12.75 0.0094 0.02 Q _ 12.83 0.0095 0.02 Q 12.92 0.0097 0.02 Q 13.00 0.0098 0.02 Q 13.08 0.0099 0.02 Q 13.17 0.0100 0.02 Q 13.25 0.0101 0.02 Q 13.33 0.0102 0.02 Q 13.42 0.0103 0.02 Q 13.50 0.0105 0.02 Q 13.58 0.0106 0.02 Q 13.67 0.0107 0.02 Q 13.75 0.0108 0.02 Q 13.83 0.0110 0.02 Q 13.92 0.0111 0.02 Q 14.00 0.0112 0.02 Q 14.08 0.0114 0.02 Q 14.17 0.0115 0.02 Q 14.25 0.0117 0.02 Q 14.33 0.0118 0.02 Q 14.42 0.0120 0.02 Q 14.50 0.0121 0.02 Q 14.58 0.0123 0.02 Q 14.67 0.0124 0.02 Q 14.75 0.0126 0.02 Q 14.83 0.0128 0.03 Q 14.92 0.0129 0.03 Q 15.00 0.0131 0.03 Q 15.08 0.0133 0.03 Q 15.17 0.0135 0.03 Q 15.25 0.0137 0.03 Q 15.33 0.0139 0.03 Q 15.42 0.0141 0.03 Q 15.50 0.0143 0.03 Q 15.58 0.0145 0.03 Q 15.67 0.0148 0.03 Q 15.75 0.0150 0.04 Q 15.83 0.0153 0.05 Q 15.92 0.0157 0.07 Q 16.00 0.0162 0.09 Q 16.08 0.0175 0.29 Q 16.17 0.0187 0.05 Q 16.25 0.0190 0.04 Q 16.33 0.0193 0.03 Q 16.42 0.0195 0.03 Q 16.50 0.0197 0.03 Q 16.58 0.0199 0.03 Q 16.67 0.0201 0.03 Q 16.75 0.0203 0.02 Q 16.83 0.0204 0.02 Q 16.92 0.0206 0.02 Q 17.00 0.0207 0.02 Q 17.08 0.0209 0.02 Q 17.17 0.0210 0.02 Q 17.25 0.0211 0.02 Q 17.33 0.0213 0.02 Q 17.42 0.0214 0.02 Q 17.50 0.0215 0.02 Q 17.58 0.0216 0.02 Q 17.67 0.0217 0.02 Q 17.75 0.0218 0.02 Q 17.83 0.0219 0.02 Q 17.92 0.0220 0.01 Q 18.00 0.0221 0.01 Q 18.08 0.0222 0.01 Q 18.17 18.25 0.0223 0.0224 0.01 0.01 Q Q 18.33 0.0225 0.01 Q 18.42 0.0226 0.01 Q 18.50 0.0227 0.01 Q 18.58 0.0227 0.01 Q 18.67 0.0228 0.01 Q 18.75 0.0229 0.01 Q 18.83 0.0230 0.01 Q 18.92 0.0231 0.01 Q C� 1 19.00 0.0231 0.01 Q 19.08 0.0232 0.01 Q 19.17 0.0233 0.01 Q 1 19.25 0.0234 0.01 Q 19.33 0.0234 0.01 Q 19.42 0.0235 0.01 Q 19.50 0.0236 0.01 Q 19.58 0.0236 0.01 Q 19.67 0.0237 0.01 Q 19.75 0.0238 0.01 Q 19.83 0.0238 0.01 Q 19.92 0.0239 0.01 Q 20.00 0.0240 0.01 Q 20.08 0.0240 0.01 Q 20.17 0.0241 0.01 Q 20.25 0.0241 0.01 Q 20.33 0.0242 0.01 Q 20.42 0.0243 0.01 Q 20.50 0.0243 0.01 Q 20.58 0.0244 0.01 Q 20.67 0.0244 0.01 Q 20.75 0.0245 0.01 Q 20.83 0.0246 0.01 Q 20.92 21.00 0.0246 0.0247 0.01 0.01 Q Q 21.08 0.0247 0.01 Q 21.17 0.0248 0.01 Q 21.25 0.0248 0.01 Q 21.33 0.0249 0.01 Q 21.42 0.0250 0.01 Q 21.50 0.0250 0.01 Q 21.58 0.0251 0.01 Q 21.67 0.0251 0.01 Q f 21.75 0.0252 0.01 Q 21.83 0.0252 0.01 Q 21.92 0.0253 0.01 Q 22.00 0.0253 0.01 Q 22.08 0.0254 0.01 Q 22.17 0.0254 0.01 Q 22.25 0.0255 0.01 Q 22.33 0.0255 0.01 Q 22.42 0.0256 0.01 Q 22.50 0.0256 0.01 Q 22.58 0.0257 0.01 Q 22.67 0.0257 0.01 Q 22.75 0.0258 0.01 Q 22.83 0.0258 0.01 Q 22.92 0.0259 0.01 Q 23.00 0.0259 0.01 Q 23.08 0.0260 0.01 Q 23.17 0.0260 0.01 Q 23.25 0.0261 0.01 Q 23.33 0.0261 0.01 Q 23.42 0.0262 0.01 Q 23.50 0.0262 0.01 Q 23.58 0.0262 0.01 Q 23.67 0.0263 0.01 Q 23.75 0.0263 0.01 Q 23.83 0.0264 0.01 Q 23.92 0.0264 0.01 Q 24.00 0.0265 0.01 Q _2408______ 0265______ Q 1 1, 1- t F1 i -j 1 1 f' H �11 t 1 t 1 J *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E-7 PROJECT: "ONTA-N,A N 1SSA N DATE: -- M AREA as ENGINEER: 1, H. I. Enter the design storm return frequency (years) S 2. Enter catchment tag (hats) [cam S WQ4 . _ 3. Enter the catchment area (acres) 4. Enter basef low (cfs/square mile) S. Enter 5 -Graph proportions (decimal) Valley: Developed 1 1 0 Foothill 0 Mountain 0 Valley: Undeveloped 0 Desert n 6. Enter maximum loss rate, F (inch/hour) o, (o 7. Enter low loss fraction, Y (decimal) 0, 8. Enter watershed area- averaged 5-minute point rainfall (irxjm)* 0 333 Enter watershed area - averaged 30- minute point .rain - f all (inches) * o. ham' Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* /. b3 Enter watershed area - averaged .6 -hour' point rainfall (indas)* X35 Enter watershed area - averaged 24 -hour point rainfall (inches)* �,bs 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 Figure E-7 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 1 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 0.11 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.100 LOW LOSS FRACTION = 0.054 TIME OF CONCENTRATION(MIN.) = 5.00 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 5 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.33 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.69 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.90 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.63 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.35 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.05 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.04 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.01 r ** r,r *,r,r *,r. t r t *....... . * * *� *t ....... r* r....... TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.08 0.0000 0.01 Q 0.17 0.0001 0.01 Q 0.25 0.0002 0.01 Q 0.33 0.0003 0.01 Q 0.42 0.0003 0.01 Q 0.50 0.0004 0.01 Q 0.58 0.0005 0.01 Q 0.67 0.0006 0.01 Q 0.75 0.0006 0.01 Q 0.83 0.0007 0.01 Q 0.92 0.0008 0.01 Q 1.00 0.0009 0.01 Q 1.08 0.0009 0.01 Q 1.17 0.0010 0.01 Q 1.25 0.0011 0.01 Q 1.33 0.0012 0.01 Q 1.42 0.0013 0.01 Q 1.50 0.0013 0.01 Q 1.58 0.0014 0.01 Q 1.67 0.0015 0.01 Q 1.75 0.0016 0.01 Q 1.83 0.0017 0.01 Q 1.92 0.0017 0.01 Q 2.00 0.0018 0.01 Q 2.08 0.0019 0.01 Q 2.17 0.0020 0.01 Q 1 ` 2.25 0.0020 0.01 Q 2.33 0.0021 0.01 Q 2.42 0.0022 0.01 Q 2.50 0.0023 0.01 Q 2.58 0.0024 0.01 Q 2.67 0.0025 0.01 Q 2.75 0.0025 0.01 Q 2.83 0.0026 0.01 Q 2.92 0.0027 0.01 Q 3.00 0.0028 0.01 Q 3.08 0.0029 0.01 Q 3.17 0.0029 0.01 Q 3.25 0.0030 0.01 Q 3.33 0.0031 0.01 Q 3.42 0.0032 0.01 Q 3.50 0.0033 0.01 Q 3.58 0.0034 0.01 Q 3.67 0.0034 0.01 Q 3.75 0.0035 0.01 Q 3.83 3.92 0.0036 0.0037 0.01 0.01 Q Q 4.00 0.0038 0.01 Q 4.08 0.0039 0.01 Q 4.17 0.0039 0.01 Q 4.25 0.0040 0.01 Q 4.33 0.0041 0.01 Q 4.42 0.0042 0.01 Q 4.50 0.0043 0.01 Q 4.58 0.0044 0.01 Q 4.67 0.0045 0.01 Q 4.75 0.0046 0.01 Q 4.83 0.0046 0.01 Q 4.92 0.0047 0.01 Q 5.00 0.0048 0.01 Q 5.08 0.0049 0.01 Q 5.17 0.0050 0.01 Q 5.25 0.0051 0.01 Q 5.33 0.0052 0.01 Q 5.42 0.0053 0.01 Q 5.50 0.0054 0.01 Q 5.58 0.0054 0.01 Q 5.67 0.0055 0.01 Q 5.75 0.0056 0.01 Q 5.83 0.0057 0.01 Q 5.92 0.0058 0.01 Q 6.00 0.0059 0.01 Q 6.08 0.0060 0.01 Q 6.17 0.0061 0.01 Q 6.25 0.0062 0.01 Q 6.33 0.0063 0.01 Q 6.42 0.0064 0.01 Q 6.50 0.0065 0.01 Q 6.58 0.0066 0.01 Q 6.67 0.0066 0.01 Q 6.75 0.0067 0.01 Q 6.83 0.0068 0.01 Q 6.92 0.0069 0.01 Q 7.00 0.0070 0.01 Q 7.08 0.0071 0.01 Q 7.17 0.0072 0.01 Q 7.25 0.0073 0.01 Q 7.33 0.0074 0.01 Q 7.42 0.0075 0.01 Q 7.50 0.0076 0.01 Q 7.58 0.0077 0.01 Q 7.67 0.0078 0.01 Q 7.75 0.0079 0.01 Q i c i 1 i 1 1 1 1 1 1 i 1 7.83 0.0080 0.01 Q 7.92 0.0081 0.01 Q 8.00 0.0082 0.01 Q 8.08 0.0083 0.01 Q 8.17 0.0084 0.01 Q 8.25 0.0085 0.02 Q 8.33 0.0086 0.02 Q 8.42 0.0087 0.02 Q 8.50 0.0088 0.02 Q 8.58 0.0089 0.02 Q 8.67 0.0091 0.02 Q 8.75 0.0092 0.02 Q 8.83 0.0093 0.02 Q 8.92 0.0094 0.02 Q 9.00 0.0095 0.02 Q 9.08 0.0096 0.02 Q 9.17 0.0097 0.02 Q 9.25 0.0098 0.02 Q 9.33 0.0099 0.02 Q 9.42 0.0100 0.02 Q 9.50 0.0101 0.02 Q 9.58 0.0103 0.02 Q 9.67 0.0104 0.02 Q 9.75 0.0105 0.02 Q 9.83 0.0106 0.02 Q 9.92 0.0107 0.02 Q 10.00 0.0108 0.02 Q 10.08 0.0109 0.02 Q 10.17 0.0111 0.02 Q 10.25 0.0112 0.02 Q 10.33 0.0113 0.02 Q 10.42 0.0114 0.02 Q 10.50 0.0115 0.02 Q 10.58 0.0116 0.02 Q 10.67 0.0118 0.02 Q 10.75 0.0119 0.02 Q 10.83 0.0120 0.02 Q 10.92 0.0121 0.02 Q 11.00 0.0123 0.02 Q 11.08 0.0124 0.02 Q 11.17 0.0125 0.02 Q 11.25 0.0126 0.02 Q 11.33 0.0128 0.02 Q 11.42 0.0129 0.02 Q 11.50 0.0130 0.02 Q 11.58 0.0132 0.02 Q 11.67 0.0133 0.02 Q 11.75 0.0134 0.02 Q 11.83 0.0136 0.02 Q 11.92 0.0137 0.02 Q 12.00 0.0138 0.02 Q 12.08 0.0140 0.02 Q 12.17 0.0141 0.02 Q 12.25 0.0142 0.02 Q 12.33 0.0144 0.02 Q 12.42 0.0145 0.02 Q 12.50 0.0147 0.02 Q 12.58 0.0148 0.02 Q 12.67 0.0149 0.02 Q 12.75 0.0151 0.02 Q 12.83 0.0152 0.02 Q 12.92 0.0154 0.02 Q 13.00 0.0155 0.02 Q 13.08 0.0157 0.02 Q 13.17 0.0158 0.02 Q 13.25 0.0160 0.02 Q 13.33 0.0162 0.02 Q 13.42 0.0163 0.02 Q 13.50 0.0165 0.02 Q 13.58 0.0166 0.02 Q 13.67 0.0168 0.02 Q 13.75 0.0170 0.03 Q 13.83 0.0172 0.03 Q 13.92 0.0173 0.03 Q 14.00 0.0175 0.03 Q 14.08 0.0177 0.03 Q 14.17 0.0179 0.03 Q 14.25 0.0181 0.03 Q 14.33 0.0183 0.03 Q 14.42 0.0185 0.03 Q 14.50 0.0187 0.03 Q 14.58 0.0189 0.03 Q 14.67 0.0191 0.03 Q 14.75 0.0194 0.03 Q 14.83 0.0196 0.03 Q 14.92 0.0198 0.04 Q 15.00 0.0201 0.04 Q 15.08 0.0203 0.04 Q 15.17 0.0206 0.04 Q 15.25 0.0209 0.04 Q 15.33 0.0212 0.04 Q 15.42 0.0215 0.03 Q 15.50 0.0217 0.04 Q 15.58 0.0220 0.04 Q 15.67 0.0222 0.04 Q 15.75 0.0226 0.05 Q 15.83 0.0230 0.06 Q 15.92 0.0235 0.09 Q 16.00 0.0242 0.12 Q 16.08 0.0260 0.39 Q 16.17 0.0276 0.07 Q 16.25 0.0280 0.05 Q 16.33 0.0283 0.04 Q 16.42 0.0286 0.04 Q 16.50 0.0289 0.04 Q 16.58 0.0291 0.04 Q 16.67 0.0294 0.03 Q 16.75 16.83 0.0296 0.0298 0.03 0.03 Q Q 16.92 0.0300 0.03 Q 17.00 0.0302 0.03 Q 17.08 0.0304 0.03 Q 17.17 0.0306 0.03 Q 17.25 0.0308 0.02 Q 17.33 0.0309 0.02 Q 17.42 0.0311 0.02 Q 17.50 0.0313 0.02 Q 17.58 0.0314 0.02 Q 17.67 0.0316 0.02 Q 17.75 0.0317 0.02 Q 17.83 0.0319 0.02 Q 17.92 0.0320 0.02 Q 18.00 0.0321 0.02 Q 18.08 0.0323 0.02 Q 18.17 18.25 0.0324 0.0326 0.02 0.02 Q Q 18.33 0.0327 0.02 Q 18.42 0.0328 0.02 Q 18.50 0.0329 0.02 Q 18.58 0.0331 0.02 Q 18.67 0.0332 0.02 Q 18.75 0.0333 0.02 Q 18.83 0.0334 0.02 Q 18.92 0.0336 0.02 Q 1 19.00 0.0337 0.02 Q 19.08 0.0338 0.02 Q 19.17 0.0339 0.02 Q 19.25 0.0340 0.02 Q 19.33 0.0341 0.02 Q 19.42 0.0342 0.02 Q 19.50 0.0344 0.02 Q 19.58 0.0345 0.02 Q 19.67 0.0346 0.02 Q 19.75 0.0347 0.02 Q 19.83 0.0348 0.02 Q 19.92 0.0349 0.02 Q 20.00 0.0350 0.01 Q 20.08 0.0351 0.01 Q 20.17 0.0352 0.01 Q 20.25 0.0353 0.01 Q 20.33 0.0354 0.01 Q 20.42 0.0355 0.01 Q 20.50 0.0356 0.01 Q 20.58 0.0357 0.01 Q 20.67 0.0358 0.01 Q 20.75 0.0359 0.01 Q 20.83 0.0360 0.01 Q 20.92 0.0361 0.01 Q 21.00 0.0362 0.01 Q 21.08 0.0363 0.01 Q 21.17 0.0364 0.01 Q 21.25 0.0364 0.01 Q 21.33 0.0365 0.01 Q 21.42 0.0366 0.01 Q 21.50 0.0367 0.01 Q 21.58 0.0368 0.01 Q 21.67 0.0369 0.01 Q 21.75 0.0370 0.01 Q 21.83 0.0371 0.01 Q 21.92 0.0372 0.01 Q 22.00 0.0372 0.01 Q 22.08 0.0373 0.01 Q 22.17 0.0374 0.01 Q 22.25 0.0375 0.01 Q 22.33 0.0376 0.01 Q 22.42 0.0377 0.01 Q 22.50 0.0377 0.01 Q 22.58 0.0378 0.01 Q 22.67 0.0379 0.01 Q 22.75 0.0380 0.01 Q 22.83 0.0381 0.01 Q 22.92 0.0381 0.01 Q 23.00 0.0382 0.01 Q L 23.08 0.0383 0.01 Q 23.17 0.0384 0.01 Q 23.25 0.0385 0.01 Q 23.33 0.0385 0.01 Q 23.42 0.0386 0.01 Q 23.50 0.0387 0.01 Q 23.58 0.0388 0.01 Q 23.67 0.0389 0.01 Q 23.75 0.0389 0.01 Q 23.83 0.0390 0.01 Q 23.92 0.0391 0.01 Q 24.00 0.0392 0.01 Q 24.08 0.0392 0.00 Q 1 I HYDROLOGY STUDY FONTANA NISSAN — FONTANA, CALIFORNIA I e Ll 0 D 7 0 do 0 fl SECTION 6.0 DETENTION BASIN SIZING / OUTLET REPORTS 3637 Hydrology report.doc I , Hydrograph Return Period Recap Peg Hyd. No. Hydrograph type (origin) Inflow Hyd(s) Peak Outflow (cfs) Hydrograph description 1 -Yr 2 -Yr 3 -Yr 5 -Yr 10 -Yr 25 -Yr 50 -Yr 100 -Yr 1 Manual — — 5.38 7.24 — — — Inflow from Area C 2 Manual — — 1.28 1.72 — -- — -- Inflow from Area D 3 Manual -- -- 2.56 -- --- 3.45 — — — — Inflow from Area E 4 Manual — — 2.35 — 3.16 — — -- Inflow from Area F 5 Manual — -- 0.24 — 0.32 — — — --- Flow from Area G1 6 Manual — — 0.29 — 0.39 --- – — — -- Flow from Area G2 7 Reservoir 1 ---- -- 1.63 — 2.02 -- — — ---- Outflow from Basin C 8 Reservoir 3 0.70 — 0.85 — — — Outflow from Basin E an 1.09 Outflow from Basin F 9 Reservoir 4 — 0.89 — — — 10 Combine 2, 5, 6, 7, B, 9--- 3.37 — 4.26 — — -- — Total Offsite j Proj. file: 03 -637 Fontana Nissan.gpw Run date: 03 -07 -2004 I 0 ri 0 fl n D 0 0 J 0 Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cult) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cult) Hydrograph description 1 Manual 5.38 15 960 32,256 -- — Inflow from Area C 2 Manual 1.28 15 945 6,876 — — — Inflow from Area D 3 Manual 2.56 15 975 14,490 -- — Inflow from Area E 4 Manual 2.35 15 975 13,392 — — Inflow from Area F 5 Manual 0.24 15 945 1,224 — — Flow from Area G1 6 Manual 0.29 15 945 1,368 — — ----- Flow from Area G2 7 Reservoir 1.63 15 975 32,243 1 514.46 4,995 Outflow from Basin C 8 Reservoir 0.70 15 990 14,481 3 513.81 2,421 Outflow from Basin E 9 Reservoir 0.88 15 990 13,384 4 511.91 1,722 Outflow from Basin F 10 Combine 3.37 15 990 69,575 2, 5, 6, 7, , 9 — Total Offsite Proj. file: 03 -637 Fontana Nissa .gl6teturn Period: 2 yr Run date: 05 -25 -2004 Hydraflow Hydrographs by Intelisolve c t e c e c i Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 1 Inflow from Area C Hydrograph type = Manual Storm frequency = 2 yrs Peak discharge = 5.38 cfs Time interval = 15 min Hydrograph Volume = 32,256 tuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) Time -- Outflow (hrs cfs) 0.25 0.17 8.75 0.25 0.50 0.17 9.00 0.25 0.75 0.17 9.25 0.26 1.00 0.17 9.50 0.26 1.25 0.17 9.75 0.27 1.50 0.17 10.00 0.27 1.75 0.18 10.25 0.28 2.00 0.18 10.50 0.29 2.25 0.18 10.75 0.29 2.50 0.18 11.00 0.30 2.75 0.18 11.25 0.31 3.00 0.18 11.50 0.31 3.25 0.19 11.75 0.32 3.50 0.19 12.00 0.34 3.75 0.19 12.25 0.38 4.00 0.19 12.50 0.39 4.25 0.19 12.75 0.41 4.50 0.20 13.00 0.42 4.75 0.20 13.25 0.44 5.00 0.20 13.50 0.46 5.25 0.20 13.75 0.47 5.50 0.20 14.00 0.50 5.75 0.21 14.25 0.54 6.00 0.21 14.50 0.58 6.25 0.21 14.75 0.62 6.50 0.22 15.00 0.69 6.75 0.22 15.25 0.78 7.00 0.22 15.50 0.81 7.25 0.23 15.75 0.97 7.50 0.23 16.00 5.38 << 7.75 0.23 16.25 2.18 8.00 0.24 16.50 0.73 8.25 0.24 16.75 0.65 8.50 0.24 17.00 0.55 17.25 0.49 17.50 0.45 17.75 0.41 18.00 0.39 18.25 0.33 18.50 0.32 18.75 0.30 19.00 0.28 19.25 0.27 19.50 0.26 19.75 0.25 20.00 0.24 20.25 0.23 20.50 0.23 20.75 0.22 21.00 0.21 21.25 0.21 21.50 0.21 21.75 0.20 22.00 0.19 22.25 0.19 22.50 0.19 22.75 0.18 23.00 0.18 23.25 0.18 23.50 0.17 23.75 0.17 24.00 0.17 End Hyd. No. 1 - Manual - 2 Yr - Qp = 5.38 cfs - Inflow from Area C 6 w v 5 4 Cat 3- 2 U- - - I - 1 i -- I 1 0.0 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.8 .3 Time (hrs) / Hyd. 1 1 0 24 G L C C G P t 1 1 1 1 1 0 Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Inflow from Area D Hydrograph type = Manual Storm frequency = 2 yrs Peak discharge = 1.28 cfs Time interval = 15 min Hydrograph Volume = 6,876 cult Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) Time -- Outflow (hrs cfs) 0.25 0.04 8.75 0.05 0.50 0.04 9.00 0.06 0.75 0.04 9.25 0.06 1.00 0.04 9.50 0.06 1.25 0.04 9.75 0.06 1.50 0.04 10.00 0.06 1.75 0.04 10.25 0.06 2.00 0.04 10.50 0.06 2.25 0.04 10.75 0.07 2.50 0.04 11.00 0.07 2.75 0.04 11.25 0.07 3.00 0.04 11.50 0.07 3.25 0.04 11.75 0.07 3.50 0.04 12.00 0.08 3.75 0.04 12.25 0.08 4.00 0.04 12.50 0.09 4.25 0.04 12.75 0.09 4.50 0.04 13.00 0.10 4.75 0.04 13.25 0.10 5.00 0.04 13.50 0.10 5.25 0.04 13.75 0.11 5.50 0.05 14.00 0.12 5.75 0.05 14.25 0.13 6.00 0.05 14.50 0.14 6.25 0.05 14.75 0.15 6.50 0.05 15.00 0.17 6.75 0.05 15.25 0.15 7.00 0.05 15.50 0.21 7.25 0.05 15.75 1.28 << 7.50 0.05 16.00 0.24 7.75 0.05 16.25 0.18 8.00 0.05 16.50 0.14 8.25 0.05 16.75 0.12 8.50 0.05 17.00 0.11 17.25 0.10 17.50 0.09 17.75 0.08 18.00 0.07 18.25 0.07 18.50 0.06 18.75 0.06 19.00 0.06 19.25 0.06 19.50 0.05 19.75 0.05 20.00 0.05 20.25 0.05 20.50 0.05 20.75 0.05 21.00 0.05 21.25 0.04 21.50 0.04 21.75 0.04 22.00 0.04 22.25 0.04 22.50 0.04 22.75 0.04 23.00 0.04 23.25 0.04 23.50 0.04 23.75 0.04 WT SA 1 i 1 E E E E 6 E 1 i i i i L Hyd. No. 2 - Manual - 2 Yr - Qp =1.28 cfs - Inflow from Area D 1.5 1. 0 car 0. 5 0. 0 21.6 24 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 .0 Time (hrs) / Hyd. 2 Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 3 Inflow from Area E Hydrograph type = Manual Storm frequency = 2 yrs Peak discharge = 2.56 cfs Time interval = 15 min Hydrograph Volume = 14,490 cult Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) Time -- Outflow (hrs cfs) 0.25 0.07 8.75 0.11 0.50 0.08 9.00 0.11 0.75 0.08 9.25 0.12 1.00 0.08 9.50 0.12 1.25 0.08 9.75 0.12 1.50 0.08 10.00 0.12 1.75 0.08 10.25 0.13 2.00 0.08 10.50 0.13 2.25 0.08 10.75 0.13 2.50 0.08 11.00 0.14 2.75 0.08 11.25 0.14 3.00 0.08 11.50 0.14 3.25 0.08 11.75 0.15 3.50 0.08 12.00 0.15 3.75 0.09 12.25 0.17 4.00 0.09 12.50 0.18 4.25 0.09 12.75 0.18 4.50 0.09 13.00 0.19 4.75 0.09 13.25 0.20 5.00 0.09 13.50 0.21 5.25 0.09 13.75 0.22 5.50 0.09 14.00 0.23 5.75 0.09 14.25 0.25 6.00 0.09 14.50 0.26 6.25 0.10 14.75 0.28 6.50 0.10 15.00 0.31 6.75 0.10 15.25 0.35 7.00 0.10 15.50 0.34 7.25 0.10 15.75 0.42 7.50 0.10 16.00 0.81 7.75 0.10 16.25 2.56 << 8.00 0.11 16.50 0.36 8.25 0.11 16.75 0.29 8.50 0.11 17.00 0.25 17.25 0.22 17.50 0.20 17.75 0.19 18.00 0.17 18.25 0.15 18.50 0.14 18.75 0.13 19.00 0.13 19.25 0.12 19.50 0.12 19.75 0.11 20.00 0.11 20.25 0.10 20.50 0.10 20.75 0.10 21.00 0.10 21.25 0.09 21.50 0.09 21.75 0.09 22.00 0.09 22.25 0.09 22.50 0.08 22.75 0.08 23.00 0.08 23.25 0.08 23.50 0.08 23.75 0.08 24.00 0.07 End 1 G E E L i 8 1 1 1 1 1 1 1 C Hyd. No. 3 - Manual - 2 Yr - Qp = 2.56 cfs - Inflow from Area E 3. i 2. NEENEENEEN 2. NEENEENINEE ENEENE1,1000 1. NEENEE111000 1. 0. NEENEENJIMEN 0. .3 Time (hrs) / Hyd. 3 t 6 i i i fi E c E E E 1 1 1 i 1 E Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Inflow from Area F Hydrograph type = Manual Peak discharge = 2.35 cfs Storm frequency = 2 yrs Time interval = 15 min Hydrograph Volume = 13,392 cult Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 0.25 0.07 8.75 0.10 17.25 0.21 0.50 0.07 9.00 0.11 17.50 0.19 0.75 0.07 9.25 0.11 17.75 0.17 1.00 0.07 9.50 0.11 18.00 0.16 1.25 0.07 9.75 0.11 18.25 0.14 1.50 0.07 10.00 0.11 18.50 0.13 1.75 0.07 10.25 0.12 18.75 0.12 2.00 0.07 10.50 0.12 19.00 0.12 2.25 0.07 10.75 0.12 19.25 0.11 2.50 0.08 11.00 0.12 19.50 0.11 2.75 0.08 11.25 0.13 19.75 0.10 3.00 0.08 11.50 0.13 20.00 0.10 3.25 0.08 11.75 0.14 20.25 0.10 3.50 0.08 12.00 0.14 20.50 0.09 3.75 0.08 12.25 0.16 20.75 0.09 4.00 0.08 12.50 0.16 21.00 0.09 4.25 0.08 12.75 0.17 21.25 0.09 4.50 0.08 13.00 0.18 21.50 0.09 4.75 0.08 13.25 0.18 21.75 0.08 5.00 0.08 13.50 0.19 22.00 0.08 5.25 0.08 13.75 0.20 22.25 0.08 5.50 0.09 14.00 0.21 22.50 0.08 5.75 0.09 14.25 0.23 22.75 0.08 6.00 0.09 14.50 0.26 23.00 0.07 6.25 0.09 14.75 0.26 23.25 0.07 6.50 0.09 15.00 0.29 23.50 0.07 6.75 0.09 15.25 0.32 23.75 0.07 7.00 0.09 15.50 0.32 24.00 0.07 7.25 0.09 15.75 0.40 7.50 0.10 16.00 0.74 7.75 0.10 16.25 2.35 << ...End 8.00 0.10 16.50 0.32 8.25 0.10 16.75 0.27 8.50 0.10 17.00 0.23 1 1 1 1 f e E 6 E 6 i 1 1 1 1 1 1 E Hyd. No. 4 - Manual - 2 Yr - Qp = 2.35 cfs - Inflow from Area F 2.5 2. 0 1. 5 v Cl 1. 0 0. 5 0. 0 4 21.8 24 0.0 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19. .3 Time (hrs) / Hyd. 4 t t i L E E F fi 1 1 1 1 1 WR E Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Flow from Area G1 Hydrograph type = Manual Storm frequency = 2 yrs Peak discharge = 0.24 cfs Time interval = 15 min Hydrograph Volume = 1,224 cult Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) Time -- Outflow (hrs cfs) 0.25 0.01 8.75 0.01 0.50 0.01 9.00 0.01 0.75 0.01 9.25 0.01 1.00 0.01 9.50 0.01 1.25 0.01 9.75 0.01 1.50 0.01 10.00 0.01 1.75 0.01 10.25 0.01 2.00 0.01 10.50 0.01 2.25 0.01 10.75 0.01 2.50 0.01 11.00 0.01 2.75 0.01 11.25 0.01 3.00 0.01 11.50 0.01 3.25 0.01 11.75 0.01 3.50 0.01 12.00 0.01 3.75 0.01 12.25 0.01 4.00 0.01 12.50 0.01 4.25 0.01 12.75 0.01 4.50 0.01 13.00 0.01 4.75 0.01 13.25 0.01 5.00 0.01 13.50 0.02 5.25 0.01 13.75 0.02 5.50 0.01 14.00 0.02 5.75 0.01 14.25 0.02 6.00 0.01 14.50 0.02 6.25 0.01 14.75 0.02 6.50 0.01 15.00 0.03 6.75 0.01 15.25 0.03 7.00 0.01 15.50 0.03 7.25 0.01 15.75 0.24 << 7.50 0.01 16.00 0.03 7.75 0.01 16.25 0.02 8.00 0.01 16.50 0.02 8.25 0.01 16.75 0.02 8.50 0.01 17.00 0.02 17.25 0.01 17.50 0.01 17.75 0.01 18.00 0.01 18.25 0.01 18.50 0.01 18.75 0.01 19.00 0.01 19.25 0.01 19.50 0.01 19.75 0.01 20.00 0.01 20.25 0.01 20.50 0.01 20.75 0.01 21.00 0.01 21.25 0.01 21.50 0.01 21.75 0.01 22.00 0.01 22.25 0.01 22.50 0.01 22.75 0.01 23.00 0.01 23.25 0.01 23.50 0.01 23.75 0.01 End i i 1 1 i i E E F E 6 1 1 i 1 i i t E Hyd. No. 5 - Manual - 2 Yr - Qp = 0.24 cfs - Flow from Area G1 0.25 0.2 0 H 0.1 5 CY 0.1 0 0.0 5 0.0 0 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 6 .0 Time (hrs) / Hyd. 5 1 1 1 1 t E 6 G E E B E E 1 1 1 1 I 1 Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 6 Flow from Area G2 Hydrograph type = Manual Storm frequency = 2 yrs Peak discharge = 0.29 cfs Time interval = 15 min Hydrograph Volume = 1,368 cuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) Time -- Outflow (hrs cfs) 0.25 0.01 8.75 0.01 0.50 0.01 9.00 0.01 0.75 0.01 9.25 0.01 1.00 0.01 9.50 0.01 1.25 0.01 9.75 0.01 1.50 0.01 10.00 0.01 1.75 0.01 10.25 0.01 2.00 0.01 10.50 0.01 2.25 0.01 10.75 0.01 2.50 0.01 11.00 0.01 2.75 0.01 11.25 0.01 3.00 0.01 11.50 0.01 3.25 0.01 11.75 0.01 3.50 0.01 12.00 0.01 3.75 0.01 12.25 0.02 4.00 0.01 12.50 0.02 4.25 0.01 12.75 0.02 4.50 0.01 13.00 0.02 4.75 0.01 13.25 0.02 5.00 0.01 13.50 0.02 5.25 0.01 13.75 0.02 5.50 0.01 14.00 0.02 5.75 0.01 14.25 0.02 6.00 0.01 14.50 0.02 6.25 0.01 14.75 0.03 6.50 0.01 15.00 0.03 6.75 0.01 15.25 0.03 7.00 0.01 15.50 0.04 7.25 0.01 15.75 0.29 << 7.50 0.01 16.00 0.04 7.75 0.01 16.25 0.03 8.00 0.01 16.50 0.02 8.25 0.01 16.75 0.02 8.50 0.01 17.00 0.02 17.25 0.02 17.50 0.02 17.75 0.01 18.00 0.01 18.25 0.01 18.50 0.01 18.75 0.01 19.00 0.01 19.25 0.01 19.50 0.01 19.75 0.01 20.00 0.01 20.25 0.01 20.50 0.01 20.75 0.01 21.00 0.01 21.25 0.01 21.50 0.01 21.75 0.01 22.00 0.01 22.25 0.01 22.50 0.01 22.75 0.01 23.00 0.01 23.25 0.01 23.50 0.01 23.75 0.01 End B i 6 8 E E 0 i 1 i 1 1 Hyd. No. 6 - Manual - 2 Yr - Qp = 0.29 cfs - Flow from Area G2 0.3 0.2 0.2 Cat 0.1 0.1 0.0 0.0 -- - -- 19.2 21.6 24.0 Time (hrs) / Hyd. 6 r r H 0 it iJ Hydrograph Report Pagel Storage Indication method used. Hydraflow Hydrographs by Intelisolve Hyd. No. 7 Time Inflow Outflow from Basin C Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) Hydrograph type = Reservoir Peak discharge = 1.63 cfs Storm frequency = 2 yrs Time interval = 15 min Inflow hyd. No. = 1 Reservoir name = Detenion Pond - C Max. Elevation = 514.46 ft Max. Storage = 4,995 cuft Storage Indication method used. Outflow hydrograph volume = 32,243 cuft Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.50 0.17 511.52 0.03 - ---- - -- - - - -- - - - -- - --- - -- - - - -- - --- 0.03 0.75 0.17 511.67 0.06 --- -- - - - -- -___ ____ _____ ____ _____ -__ 0.06 1.00 0.17 511.76 0.11 - -- - - - -- - - - -- --- -- - - - -- - - - -- -- - -- --- 0.11 1.25 0.17 511.78 0.18 - -- - - - -- - -- - - -- - - -- - - - -- - - - -- - - -- 0.18 1.50 0.17 511.77 0.17 ----- - - - -- - - -- - - -- - - - -- --- -- - ---- ----- 0.17 1.75 0.18 511.78 0.18 - - - -- - ---- - - - -- - - -- - -- - - - -- - - -- - - -- 0.18 2.00 0.18 511.78 0.18 - ---_ _- _ -_ _____ -__ -__ ___ _____ 0.18 2.25 0.18 511.78 0.18 - - - -- - - - -- - - -- ----- - - -- ---- - -_ --- 0.18 2.50 0.18 511.78 0.18 - -- - - - -- - - - -- - - - -- - - -- - - - -- --- -- ----- 0.18 2.75 0.18 511.78 0.18 - - -- ----- - - - -- - ---- -- --- -- - - -- ----- 0.18 3.00 0.18 511.78 0.18 ----- - ---- - -- - --- --- -- - -- 0.18 3.25 0.19 511.78 0.19 - -- --- -- ---- - - - -- - - -- - - -- - - --- ----- 0.19 3.50 0.19 511.78 0.19 - - - -- - - -- - -- - - - -- -- -- -- - - - -- - -- 0.19 3.75 0.19 511.78 0.19 - -- - - - -- - - -- - - - -- -- - -- - -- - - -- 0.19 4.00 0.19 511.78 0.19 - -- ----- - - -- - - -- - - - -- - - - -- --- -- - -- 0.19 4.25 0.19 511.78 0.19 -- ----- ----- - - - -- - - -- ----- - - --- - - -- 0.19 4.50 0.20 511.78 0.20 ----- __- ____ __- ___ ___ _____ _____ 0.20 4.75 0.20 511.78 0.20 - - -- - - - -- - - -- ----- - - -- ----- - --- ----- 0.20 5.00 0.20 511.78 0.20 - - - -- - - - -- - - -- - -- - - -- - - -- -- - - -- 0.20 5.25 0.20 511.78 0.20 -___ ____ -__ _ -__ _____ ____ _____ _____ 0.20 5.50 0.20 511.78 0.20 - ---- ___ __M ____ ____ -__ _____ ____ 0.20 5.75 0.21 511.78 0.21 - -- - - - -- - - -- - -- - -- - - -- - - -- -- - 0.21 6.00 0.21 511.78 0.21 - - - -- - - --- - - - -- - - -- - - - -- - --- - - -- 0.21 6.25 0.21 511.78 0.21 -- - - ----- - - -- - - -- - - -- ----- 0.21 6.50 0.22 511.78 0.22 -- - - -- - - - -- ----- - - - -- - - - -- - - -- -- 0.22 6.75 0.22 511.79 0.22 - -- - - - -- - - - -- - - -- - - -- - - -- - - -- --- -- 0.22 7.00 0.22 511.79 0.22 - - -- - - - -- ---- ----- - - - -- - - - -- -- -- 0.22 7.25 0.23 511.79 0.23 -- - -- - ---- ----- ----- - - -- -- -- 0.23 7.50 0.23 511.79 0.23 - - - -- - - -- - - -- ____ _____ _____ _____ 0.23 7.75 0.23 511.79 0.23 -- - - -- - - - -- ----- ----- - - -- - -- - -- 0.23 8.00 0.24 511.79 0.24 - - - -- - - -- - -- -- - - - -- ----- ----- - -- 0.24 8.25 0.24 511.79 0.24 ----- -- ____ ____ _ -_ __- -_ _ -- 0.24 8.50 0.24 511.79 0.24 - -- - -- - - -- - - - -- - -- ----- - - -- - - -- 0.24 8.75 0.25 511.79 0.25 ----- - - - -- - - - -- - ---- -_ ----- ----- -- 0.25 9.00 0.25 511.79 0.25 ----- - - - -- -- - ____ ___ -_ __- 0.25 9.25 0.26 511.79 0.26 ----- - - - -- -- -- ----- -- -- _ -_ ___ _____ 0.26 9.50 0.26 511.79 0.26 ----- ----- ____ _____ ____ -- _ -- - -- 0.26 9.75 0.27 511.80 0.27 - -- - - - -- - - - -- - -- - - -- -- - -- ----- 0.27 Continues on next page... Y� Outflow from Basin C Page 2 Table Hydrograph Discharge Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfii Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 10.00 10.25 0.27 0.28 511.80 511.80 0.27 0.28 ----- - - -- --- -- -- --- 0.27 - - - -- --- -- - - -- ----- 0.28 10.50 0.29 511.80 0.29 - ---- - - - -- - - - -- - - - -- ----- ----- ---- ---- 0.29 10.75 0.29 511.80 0.29 - --- _____ ___ ____ _____ ___ _� _____ 0 11.00 0.30 511.80 0.29 -_ --_ -_ - 0.29 11.25 0.31 511.81 __ =_ __ 0.30 -N _ N - M__ N� 0.30 11.50 0.31 511.81 0.31 -- - -- -__ _____ ____ _____ ____ M__ _� 0.31 11.75 0.32 511.81 0.31 -___ _- W__ _____ _____ _M_ __� ____ 0.31 12.00 0.34 511.82 0.33 - --- _____ ____ ____ _ -__ _____ ____ _�_ 0.33 12.25 0.38 511.83 0.36 - -- - - -- - ____ ____ _____ 0.36 12.50 0.39 511.84 0.38 -- - -__ _____ ____ _____ ____ _� _____ 0.38 12.75 0.41 511.85 0.40 - -- - - - -- - - - -- - - - -- -- --- ___ ____ _____ 0.40 13.00 0.42 511.86 0.41 - - -- _____ ____ _____ ____ ____ ____ ____ 0.41 13.25 0.44 511.86 0.43 - - - -- - - -- - - -- - - - -- - - - -- ____ ___ _� 0.43 13.50 0.46 511.87 0.44 -__ _____ _____ __� _�_ 0.44 13.75 0.47 511.88 0.46 --- -___ 0.46 14.00 0.50 511.89 0.48 =_ --_ _ �_ N -_ _ -- 0.48 14.25 0.54 511.91 0.51 - -- - -- - - -_ _____ ___ ____ __M ____ 0.51 14.50 14.75 0.58 0.62 511.94 511.96 0.54 - - -- - - - -- - - - -- - -- 0.58 - -- - - - -- - - -- - - -- -- -- 0.54 ---- ___ ___ _____ 0.58 15.00 0.69 512.00 0.63 - -- - - -- --- -- --- -- - - - -- - -- ---- ---- 0.63 15.25 0.78 512.05 0.69 - - - -- - - - -- - - -- ----- --- -- - - -- ---- 0.69 15.50 0.81 512.11 0.74 - ---- ----- - - - -- ____ �_ ____ ____ _�_ 0.74 15.75 0.97 512.19 0.79 - - - -- ----- -- - -- -- - - - -- - - - -- - - -- ---- 0.79 16.00 5.38 << 513.33 1.28 ____ _____ ___ ___ _� 1.28 16.25 2.18 514.46 1.63 - - - -- - - - -- - -- - - -- -- - -- - - - -- - -- -- 1.63 << 16.50 0.73 514.38 1.60 - - - -- - - - -- - - - - -- ----- - - -- -- - -- 1.60 16.75 0.65 513.96 1.48 - - - -- - - - -- ----- - - -- - - -- - - - -- - -- -- 1.48 17.00 0.55 513.57 1.36 - - -- - - - -- - - - -- -- - - - -- - -- - -- -- 1.36 17.25 0.49 513.19 1.23 - - - -- - -_ ___ ___ _____ __� ___ ____ 1.23 17.50 0.45 512.84 1.09 -- ----- _____ ____ ____ ____ ___ 1.09 17.75 0.41 512.52 0.95 - -- -- - -- - - - -- ----- - - -- - -- - - - -- -- 0.95 18.00 0.39 512.25 0.82 - - -- - - - -- - - - -- - -- - ---- - -- -- 0.82 18.25 0.33 512.00 0.63 - - - -- - - - -- - - - -- - - -- -- ____ ____ ___ 0.63 18.50 0.32 511.86 0.43 - - - -- - - - -- - - - -- - - - -- - - -- - - -- - - -- - -- 0.43 18.75 0.30 511.82 0.33 - -- ____ _____ _____ _____ _� _____ �__ 0.33 19.00 19.25 0.28 0.27 511.80 511.80 0.30 ----- - == - == 0.27 ~= --� 030 0.27 19.50 0.26 511.79 0.26 ----- ----- _ 0.26 19.75 0.25 511.79 0.25 --- -- - --- - -- - ---- - - - -- - -- ----- 0.25 20.00 0.24 511.79 0.24 - 0.24 20.25 0.23 511.79 0.23 _N_ = __ 0.23 20.50 0.23 511.79 0.23 - ____ _____ ____ 0.23 20.75 0.22 511.79 0.22 - - - -- - - -- - ---- - - -_ ---- -_-- - --- 0.22 21.00 0.21 511.78 0.21 0.21 21.25 0.21 511.78 0.21 N _- -�_ - -_ _____ _____ N -- - -- _____ 0.21 21.50 0.21 511.78 0.21 - -- ----- - - -- - -- - -- - ----- -- 0.21 21.75 0.20 511.78 0.20 ---_ -� �__� 0.20 22.00 0.19 511.78 _ _ N- 0.19 _� ____ 0.19 22.25 0.19 511.78 0.19 - -- - - - -- - - - -- - ---- -- - - --- - -- ---- 0.19 22.50 0.19 511.78 0.19 --- -- ----_ ____ ___ ____ ____ _____ _____ 0.19 i Continues on next page... Y� D u Outflow from Basin C Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.75 0.18 511.78 0.18 - - -- - - - -- ----- - - --- - - -- - -- ----- -- 0.18 23.00 0.18 511.78 0.18 - - - -- - - - -- - - - -- - -- -- - -- - - - -- - - -- - - -- 0.18 23.25 0.18 511.78 0.18 0.18 23.50 0.17 511.77 0.17 - - --- -- - -- - - -- - - - -- - - -- -- - -- -- -- - -- 0.17 23.75 0.17 511.77 0.17 0.17 24.00 0.17 511.77 0.17 -- - -- --- -- - - -- - - -- - ---- - -- -- - -- - - --- 0.17 24.25 0.02 511.75 0.08 - ---- - - - -- - - - -- ---- ____ ____ ____ _ -_ 0.08 24.50 24.75 0.00 0.00 511.69 511.62 0.06 - - -- ----- - - - -- - -- 0.05 - - - -- - - -_ ____ _____ - - - -- ----_ ____ ____ 0.06 -- - _____ - -- - - - -- 0.05 25.00 0.00 511.57 0.04 - -- - - - -- - - - -- - -_ ----- ____ ____ _____ 0.04 25.25 0.00 511.52 0.04 - - - -- ---- -- - -- ____ ----- ----- _____ _ -_ 0.04 25.50 0.00 511.49 0.03 - - -- - - - -- - - - -- - -- - - - -- -- - -- - - -- -- 0.03 25.75 0.00 511.45 0.02 - -- - - - -- - - -- - - - -- - - -- 0.02 26.00 0.00 511.43 0.02 - - -- - - - -- --- -- - - - -- - -- _____ ____ _____ 0.02 26.25 0.00 511.41 0.02 _____ ____ ----- - - - -- 0.02 ...End D u u u Reservoir Report Pa , Hydraflow Hydrographs by Intelisolve Reservoir No. 1 - Detenion Pond - C Pond Data Pond storage is based on known values Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 511.25 00 0 0 0.50 511.75 00 383 383 OR 1.00 512.25 00 666 1,049 1.50 512.75 00 810 1,859 2.00 513.25 00 892 2,751 2.50 513.75 00 932 3,683 3.00 514.25 00 932 4,615 so 3.50 514.75 00 892 5,507 4.00 515.25 00 809 6,316 4.50 515.75 00 666 6,982 5.00 516.25 00 383 7,365 5.50 516.75 00 135 7,500 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] IC] [D] Rise in = 6.0 0.0 0.0 0.0 Crest Len ft = 20.00 0.00 0.00 0.00 Span in = 6.0 0.0 0.0 0.0 Crest El. ft = 516.78 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 1 Invert El. ft = 511.25 0.00 0.00 0.00 Weir Type = Rect - - - Length ft = 1.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 0.25 0.00 0.00 0.00 N -Value = .013 .013 .013 .000 oft Coeff. = 0.60 0.60 0.60 0.00 Multi-Stage = n/a No No No EAltration Rate = 0.00 in /hr /sgft Taiiwater Elev. = 0.00 ft Note: All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D EAU Total ft cuft ft cfs cfs cis cfs cfs cfs cfs cfs cfs cfs 0.00 0 511.25 0.00 - - - 0.00 - - - - 0 0.50 383 511.75 0.06 - - - 0.00 - -- - - 0 1.00 1,049 512.25 0.82 -- - - 0.00 - -- - - - 0.82 1.50 1,859 512.75 1.06 2,751 513.25 1.25 - - -- - 0.00 - -- - 0.00 - - - - - - - - 1 1.25 2.00 2.50 3,683 513.75 1.42 - - - 0.00 - - - - 1.42 3.00 4,615 514.25 1.57 - - -- - 0.00 - - - - 1.57 3.50 5,507 514.75 1.70 0.00 1.70 4.00 6,316 515.25 1.83 - -� - 0.00 _ - = 1.83 4.50 6,982 515.75 1.95 0.00 1.95 5.00 7,365 516.25 2.06 --- --- - 0.00 -- - _ - 2.06 5.50 7,500 516.75 2.17 - - - 0.00 - - - - 2.17 1 u u t a e c t i� Hyd. No. 7 - Reservoir - 2 Yr - Qp =1.63 cfs - Outflow from Basin C v CJ MMMMW� i ! -- -- - 13 16 .5 Time (hrs) / Hyd. 1 / Hyd. 7 Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 8 Outflow from Ba: Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation fI .in E = Reservoir = 2 yrs = 3 = 513.81 ft Peak discharge = 0.70 cfs Time interval = 15 min Reservoir name = Detention Pond - Max. Storage = 2,421 cuft Storage Indication method used. Outflow hydrograph volume = 14,481 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.50 0.08 511.06 0.02 - - - -- - - -- --- -- ____ ___ ___ 0.02 0.75 0.08 511.17 0.05 -- - - -- - - --- - - - -- - - - -- - - -- - -- -- 0.05 1.00 0.08 511.20 0.08 0.08 1.25 0.08 511.20 0.08 - - - -- - -- - - - -- - - - -- - - -- - - -- - - -- - ---- 0.08 1.50 0.08 511.20 0.08 - - -- - - -- - - - -- - -- - - -- - -- - 0.08 1.75 0.08 511.20 0.08 - -_ --- -- ----- ___ _____ ____ ____ 0.08 2.00 0.08 511.20 0.08 - - - -- ---- ---- ---- ---- -- 0.08 2.25 0.08 511.20 0.08 - - -- ----- - - -- ---- - -- - ---- --- - 0.08 2.50 0.08 511.20 0.08 - - - -- - - -- - -- 0.08 2.75 0.08 511.20 0.08 - - - -- -- - -- - - - -- - - -- ----- 0.08 3.00 0.08 511.20 0.08 - ---- - -- - - - -- - - - -- - ---- -- - ---- ----- 0.08 3.25 0.08 511.20 0.08 -- ----- - - - -- - - -- - - - -- -- - -- -- - -- ----- 0.08 3.50 0.08 511.20 0.08 0.08 3.75 0.09 511.21 0.09 - - -- - - -- -- -- - - -- - - - -- - - -- - - -- --- -- 0.09 4.00 0.09 511.21 0.09 - - - -- - - - -- - - - -- - - - -- - - -- - - - -- - --- ----- 0.09 4.25 0.09 511.21 0.09 - - -- - - -- - - -- - -- - - - -- --- -- - --- - --- 0.09 4.50 0.09 511.21 0.09 0.09 4.75 0.09 511.21 0.09 -- - - -- ----- - -- ----- - ----- ----- 0.09 5.00 0.09 511.21 0.09 - -- - - -- - - - -- ----- - -- -- - - -- - -- - -- 0.09 5.25 0.09 511.21 0.09 - - - -- - - -- --- -- ---- - --- ----- ----- - -- 0.09 5.50 0.09 511.21 0.09 - - -- ___ ____ ____ ____ ____ ____ _____ 0.09 5.75 0.09 511.21 0.09 - - -- - - - -- - - - -- --- -- ----- --- -- - - -- - - -- 0.09 6.00 0.09 511.21 0.09 - -- - ---- - - -- - - -- --- - -- -- ---- 0.09 6.25 0.10 511.21 0.10 - - - -- - - -- - -- ____ ____ ___ _w _ -_ 0.10 6.50 0.10 511.22 0.10 - - -- - - - -- - - - -- -- ---- -__ ____ _____ 0.10 6.75 0.10 511.22 0.10 - ---- -___ ____ w__ _M_ _____ _____ 0.10 7.00 0.10 511.22 0.10 ----- - -- - -- -- -_ 0.10 7.25 0.10 511.22 0.10 ---- -- -- -_ ----- _M ____ _____ - -- 0.10 7.50 0.10 511.22 0.10 - - -- - - - -- - -- - - - -- - --- ----_ ___ _M 0.10 7.75 0.10 511.22 0.10 0.10 8.00 0.11 511.22 0.11 - - - - - - -- -- -- --- -- ----- ----- ----- 0.11 8.25 0.11 511.23 0.11 - - - -- --- -- - - -- - - -- ---- - -- -- ----- 0.11 8.50 0.11 511.22 0.11 -- ____ _____ ____ ___ ____ ____- _---- 0.11 8.75 0.11 511.23 0.11 - ---- - - -- - - - -- - ---- - -- -- -- --- 0.11 9.00 0.11 511.23 0.11 - -- - -- ____ _____ _w_ ____ _w --_- 0.11 9.25 0.12 511.23 0.12 - - --- - - - -- - -- - -- - -- -- - -- - 0.12 9.50 0.12 511.23 0.12 --- -- - - -- - - - -- ----- - -- ---_ -- ---- 0.12 9.75 0.12 511.23 0.12 - ---- -- ___ _____ _____ _____ __� _____ 0.12 Continues on next page... [l Outflow from Basin E Hydrograph Discharge Table Page 2 Time Inflow Elevation (hm) cfs ft 0 j Li C� Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 10.00 0.12 511.23 0.12 10.25 0.13 511.24 0.13 10.50 0.13 511.24 0.13 10.75 0.13 511.24 0.13 11.00 0.14 511.24 0.14 11.25 0.14 511.25 0.14 11.50 0.14 511.25 0.14 11.75 0.15 511.25 0.15 12.00 0.15 511.26 0.15 12.25 0.17 511.27 0.16 12.50 0.18 511.28 0.17 12.75 0.18 511.29 0.18 13.00 0.19 511.30 0.18 13.25 0.20 511.31 0.19 13.50 0.21 511.32 0.20 13.75 0.22 511.33 0.21 14.00 0.23 511.35 0.22 14.25 0.25 511.36 0.23 14.50 0.26 511.38 0.25 14.75 0.28 511.41 0.26 15.00 0.31 511.44 0.27 15.25 0.35 511.50 0.29 15.50 0.34 511.56 0.31 15.75 0.42 511.63 0.33 16.00 0.81 511.93 0.40 16.25 2.56 << 513.08 0.60 16.50 0.36 513.81 << 0.70 16.75 0.29 513.49 0.66 17.00 0.25 513.15 0.61 17.25 0.22 512.83 0.57 17.50 0.20 512.52 0.51 17.75 0.19 512.23 0.46 18.00 0.17 511.96 0.41 18.25 0.15 511.71 0.35 18.50 0.14 511.49 0.29 18.75 0.13 511.34 0.22 19.00 0.13 511.24 0.13 19.25 0.12 511.24 0.12 19.50 0.12 511.23 0.12 19.75 0.11 511.23 0.11 20.00 0.11 511.22 0.11 20.25 0.10 511.22 0.10 20.50 0.10 511.22 0.10 20.75 0.10 511.22 0.10 21.00 0.10 511.22 0.10 21.25 0.09 511.21 0.09 21.50 0.09 511.21 0.09 21.75 0.09 511.21 0.09 22.00 0.09 511.21 0.09 22.25 0.09 511.21 0.09 22.50 0.08 511.21 0.08 - - - -- ----- -- - -- ----- --__ ____- - - -_ ----- 0.12 --- -- - ---- - - -- - - - -- --- -- - - - -- ----- - - -- 0.13 ----- - - - -- - - - -- - - -- - - - -- - - - -- - - -- -- 0.13 - - -- - - -- --- -- - -- - -- - - - -- --- -- - -- 0.13 - - - -- - - - -- - -- - - - -- -- -- --- -- - - -- - - -- 0.14 - - - -- - - - -- - - - -- ----- --- -- - - - -- - - - -- - - - -- 0.14 ----- - - -- - -- - - - -- - - - -- - - -- - - - -- - - -- 0.14 -- - -- - - -- - - -- - - - -- ----- - - -- - -- -- -- 0.15 - - - -- - --- - - - -- - -- - -- - -- - - - -- - - -- 0.15 - - - -- ----- - - - -- - - -- ----- 0.16 ---- - ---- ----- - -- - - -- - - - -- -_ _____ 0.17 - - -- - - -- - - - -- - - -- - - -- --- -- - - -- -- 0.18 - - -- - - - -- - - - -- - - - -- - - -- - - - -- - - -- - - - -- 0.18 - - - -- - -- - -- - ---- --- -- - - -- - - -- -- 0.19 - - - -- - - -- - ---- ---_ ____ - - -- - -- - - -- 0.20 - -- - - --- - - -- - - - -- - - - -- - - - -- - - -- -- 0.21 0.22 - - -- -____ __- - - -- ----- - - - -- - - -- - -- 0.23 - ---- - - --- - - - -- - - - -- -- - - -- - -- - -- 0.25 0.26 _- ___ -- - - -- - - -- - ---- - - -- -- 0.27 - - - -- -- - -- - - -- -- - - - -- - - -- - - -- ----- 0.29 - - - -- - - - -- - - -- - - -- - ---- -- - -- --- -- 0.31 - - -- ----- - - - -- ---- - - - -- - ---- - - -- - -- 0.33 - - - -- - - -- ----- _ -- -____ _____ -___- __ -- 0.40 - - - -- - - - -- - -- - - - -- - - -- - - - -- - --- - ---- 0.60 _____ _____ ----- --- -- - - -- ----- - -- - - -- 0.70 << - -- - - --- -____ _--- --- -- - - -- -- -- -- 0.66 - - - -- - - - -- - - - -- - - -- - - -- -- --- -- - - - -- 0.61 - -- - -- - - -- - - -- - - -- - - - -- - -- -- 0.57 - - -- - - -- - - - -- - - -- __- 0.51 ----- - - -- - - - -- - - - -- - - --- - - -- - - -- ----- 0.46 -- - -- - -- - -- - - - -- - - --- ----- - - -- ---- 0.41 - - -- - - - -- - - - -- ----- - - - -- - - - -- - -- -- -- 0.35 - - -- -- - - - -- - - - -- - - -- - - -- - - -- - -- 0.29 - - - -- ----- 0.22 - -- - - -- - - - -- - - -- -__ -- - - -- --- 0.13 ----- ----- ----- - - -- --- -- - -- - ---- 0.12 ----- - - - -- - - - -- - - - -- -- - -- ----- - - -- -- 0.12 ----- - - - -- - -- - -- - - - -- --- -- - ---- ----- 0.11 0.11 - - - - - -- - - - -- - - -- - -- - - -- -- -- 0.10 0.10 -- - - - -- - - - -- - - -- - --- - -- - - -- - 0.10 - - -- - - - -- ----- ----- --- -- -- -- 0.10 - - -- ---- --- -- - - -- --- - - -- ----- -- 0.09 0.09 - -- - - - -- ----- ----- --- -- -_ -_ _____ 0.09 - - - -- - --- --- -- - ---- - -- _--- ---_ ___ 0.09 0.09 0.08 Continues on next page... 11 L 1 n L Outflow from Basin E Page 3 Table Hydrograph Discharge Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.75 0.08 511.20 0.08 - - - -- - --- - - - -- - -- --- - - --- - -- -- 0.08 23.00 0.08 511.20 0.08 - - - -- - - -- - ---- -- -- - -- -- - - -- - --- ---- 0.08 0.08 23.25 0.08 511.20 0.08 - -- - - - -- -- - -- - - --- -- -- - - -- - 23.50 0.08 511.20 0.08 - - -- - - - -- - - - -- ____ ____ ____ ___ ___ 0.08 23.75 0.08 511.20 0.08 - - - -- - - -- - - -- - --- - - --- ----- - - -- --- -- 0.08 24.00 0.07 511.20 0.07 ----- - - -- - - - -- - - - -- ---- -- - -- - - - -- ----- 0.07 24.25 0.00 511.16 0.03 - - - -- - - - -- - - - -- - - -- - - -- - - -- -- - -- - - - -- 0.03 24.50 0.00 511.10 0.02 - - - -- - -__ ____ ____ __w _____ ____ ____ 0.02 24.75 0.00 511.05 0.02 - - - -- - - -_ ____ _�_ ____ _____ ____ __� 0.02 - -- 0.01 25.00 0.00 511.02 0.01 - - - -- - ---- - - -- - - --- - -- - - - -- -- -- 25.25 0.00 510.99 0.01 - - - -- - -- - - - -- - - - -- - - --- - - - -- -- - -- 0.01 E l 25.50 0.00 510.97 0.01 - - - -- -- - - - -- -- - - --- --- -- - --- ----- 0.01 ... End 11 L 1 n L l� 11 Reservoir Report Culvert / Orifice Structures Page 1 Stage Storage [A] [B] [C] Hydraflow Hydrographs by Intelisolve Reservoir No. 3 - Detention Pond - E = 4.0 0.0 Pond Data 0.00 Span in Pond storage is based on known values 0.0 0.0 Stage / Storage Table No. Barrels = 1 Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 510.85 00 0 0 0.50 511.35 00 204 204 1.00 511.85 00 356 560 1.50 512.35 00 432 992 2.00 512.85 00 475 1,467 2.50 513.35 00 497 1,964 3.00 513.85 00 497 2,461 3.50 514.35 00 476 2,937 4.00 514.85 00 432 3,369 4.50 515.35 00 356 3,725 5.00 515.85 00 205 3,930 1 Culvert / Orifice Structures ds ds ds; ds ds ds; ds ds Stage Storage [A] [B] [C] ft Rise in = 4.0 0.0 0.0 0.00 Span in = 4.0 0.0 0.0 0.50 No. Barrels = 1 0 0 1.00 Invert El. ft = 510.85 0.00 0.00 1.50 Length ft = 1.0 0.0 0.0 2.00 Slope % = 0.25 0.00 0.00 2.50 N -Value = .013 .000 .000 3.00 oric Coeff. = 0.60 0.00 0.00 3.50 Multi -Stage = n/a No No 1 Stage / Storage / Discharge Table ds ds ds; ds ds ds; ds ds Stage Storage Elevation Clv A [AI ft cult ft ds; Crest Len ft 0.00 0 510.85 0.00 0.0 0.50 204 511.35 0.23 0.00 1.00 560 511.85 0.38 0.00 1.50 992 512.35 0.49 - 2.00 1,467 512.85 0.57 = No 2.50 1,964 513.35 0.64 3.00 2,461 513.85 0.71 .000 3.50 2,937 514.35 0.77 4.00 3,369 514.85 0.82 4.50 3,725 515.35 0.87 Elev. = 0.00 ft 5.00 3,930 515.85 0.92 1 Note: All outnows have been analyzed under inlet and outlet control Civ B Clv C Clv D Wr A Wr B Wr C Wr D EAU Weir Structures ds ds ds; ds ds ds; ds ds ds 0.00 - - - - [Dl - -- - - 0.00 - - - - [AI [B] [C] [Dl 0.0 Crest Len ft = 20.00 0.00 0.00 0.00 0.0 Crest El. It = 516.12 0.00 0.00 0.00 0 Weir Coeff. = 3.33 0.00 0.00 0.00 0.00 Weir Type = Rect - - - 0.0 Multi -Stage = No No No No 0.00 .000 0.00 No EAItration Rate = 0.00 in /hr /sgft Tailwater Elev. = 0.00 ft Note: All outnows have been analyzed under inlet and outlet control Civ B Clv C Clv D Wr A Wr B Wr C Wr D EAU Total ds ds ds; ds ds ds; ds ds ds 0.00 - - - - 0.00 - -- - - 0.00 - - - - 0.23 - - - 0.00 -- - - - 0.38 - - - 0.00 - - - - 0.49 - - - 0.00 - - - - 0.57 0.00 - - - - 0.64 - - - 0.00 - - - - 0.71 - - - 0.00 - -- - - 0.77 0.00 - - - - 0.82 - - - 0.00 - - - - 0.87 - - - 0.00 - - - - 0.92 L� Hyd. No. 8 - Reservoir - 2 Yr - Qp = 0.70 cfs - Outflow from Basin E 3. —07 2 MMMMMMMMM . 2. w 0 CY 1. 1. 0. Now MEN 0. l 8 Time (hrs) / Hyd. 3 / Hyd. 8 Continues on next page... C Re old Hydrograp p Pa Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Outflow from Basin F Hydrograph type = Reservoir Peak discharge = 0.88 cfs Storm frequency = 2 yrs Time interval = 15 min Inflow hyd. No. = 4 Reservoir name = test Max. Elevation = 511.91 ft Max. Storage = 1,722 cuft Storage Indication method used. Outflow hydrograph volume = 13,384 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.50 0.07 510.12 0.02 - - -- - - - -- - -- -- ----- - - -- ---- -- 0.0 0.75 0.07 510.18 0.03 - - -- - --- ---_ _____ ____ ____ �__ _�_ 0.03 1.00 0.07 510.24 0.04 - - -- ____ ____ ___ ____ ___ _____ _____ 0.04 1.25 0.07 510.28 0.04 - - --- ----- ----- ----- ----- - - - -- ----- ~-~ 0.04 1.50 0.07 510.31 0.06 -- - -- ---- - -- -- - ---- ~ - -- -~ ~- 0.06 1.75 0.07 510.31 0.07 - - - -- -- --- -- ----- - --- ----- -- ~-- 0.07 2.00 0.07 510.31 0.07 -- _�_ _____ ____ _____ __ -- ----- - ----- ----- 0.07 0.07 2.25 0.07 510.31 0.07 ----- -- - -- - - - -- ----- -- - - -~ 2.50 0.08 510.31 0.08 - -- -- - -- - -_ - -- ----- -- ----- 0.08 2.75 0.08 510.31 0.08 --- -- - - - -- - - -- - - - -- -- - -- - - -~ -- 0.08 3.00 0.08 510.31 0.08 - - - -- -- - - -- - ---- -- ~ ~- -~ - 0.08 3.25 0.08 510.31 0.08 - -- - - -- --- -- - - -- - -~ - --- -- ----- 0.08 3.50 0.08 510.31 0.08 - - --- - - - -- __M ____ ____ _�_ ____ __ -_ 0.08 3.75 0.08 510.31 0.08 - - - -- - - - -- - -- - - - -- ----- - ~ -- --- ~ - -- 0.08 4.00 0.08 510.31 0.08 ----- - - - -- - ---- ----- ____ _____ __� _�_ 0.08 4.25 0.08 510.31 0.08 - - -- - - -- - - -- - - - -- - -- - - - -- - ---- ---- 0.08 4.50 0.08 510.31 0.08 - ----- - ---- - - - - -- --- ----- 0.08 4.75 0.08 510.31 0.08 -- - -- ----- - - -- -__ _____ _____ 0.08 5.00 0.08 510.31 0.08 - ---- - - -- - - -- --- -- -- - -- - -- --- -- 0.08 5.25 0.08 510.31 0.08 --- -- - - - -- ____ _� __� -__ _____ _____ 0.08 5.50 0.09 510.32 0.09 - -- - - -- - - -- - - --- - -- - -- ____ _____ 0.09 5.75 0.09 510.32 0.09 - - -- - - - -- - - -- _�_ _____ _____ ____ __--- 0.09 6.00 0.09 510.32 0.09 ----- -- - - - -- - - -- - - - -- - -- - -- ---- 0.09 6.25 0.09 510.32 0.09 - - -- - - - -- -- -- - -- -- -- - ~~ -~ ---- 0.09 6.50 0.09 510.32 0.09 -- 0.09 0.09 6.75 0.09 510.32 0.09 7.00 0.09 510.32 0.09 ----- - - - -- -- - -- - -- -- - ~_ ----- 0.09 7.25 0.09 510.32 0.09 0.09 7.50 0.10 510.32 0.10 _-- 0.10 7.75 0.10 510.32 0.10 --- -- ----- ---- - 0.10 8.00 0.10 510.32 0.10 - - -- - - -- - - - -- ---- ---- ----- ----- ----- 0.10 8.25 0.10 510.32 0.10 �---- 0.10 0.10 8.50 0.10 510.32 0.10 8.75 0.10 510.32 0.10 - -- ----- -- ----- ---~ -- ----- - 0.10 9.00 0.11 510.32 0.11 ---- - - - -- - - - -- ---- ____ ___ ____ _____ 0.11 9.25 0.11 510.32 0.11 - 0.11 9.50 0.11 510.32 0.11 - -- -w- 0.11 9.75 0.11 510.32 0.11 - -- - -- -- -- ~--- -- -- - - 0.11 Continues on next page... C lJ U M 1# it J1 d I 7 Outflow from Basin F Hydrograph Discharge Table Time Inflow (hrs) cfs 10.00 0.11 10.25 0.12 10.50 0.12 10.75 0.12 11.00 0.12 11.25 0.13 11.50 0.13 11.75 0.14 12.00 0.14 12.25 0.16 12.50 0.16 12.75 0.17 13.00 0.18 13.25 0.18 13.50 0.19 13.75 0.20 14.00 0.21 14.25 0.23 14.50 0.26 14.75 0.26 15.00 0.29 15.25 0.32 15.50 0.32 15.75 0.40 16.00 0.74 16.25 2.35 << 16.50 0.32 16.75 0.27 17.00 0.23 17.25 0.21 17.50 0.19 17.75 0.17 18.00 0.16 18.25 0.14 18.50 0.13 18.75 0.12 19.00 0.12 19.25 0.11 19.50 0.11 19.75 0.10 20.00 0.10 20.25 0.10 20.50 0.09 20.75 0.09 21.00 0.09 21.25 0.09 21.50 0.09 21.75 0.08 22.00 0.08 22.25 0.08 22.50 0.08 Page 2 Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 510.32 0.11 510.32 0.12 510.33 0.12 510.32 0.12 510.32 0.12 510.33 0.13 510.33 0.13 510.33 0.14 510.33 0.14 510.34 0.15 510.34 0.16 510.34 0.17 510.35 0.18 510.35 0.18 510.35 0.19 510.36 0.20 510.36 0.21 510.37 0.22 510.38 0.24 510.39 0.26 510.40 0.27 510.43 0.30 510.44 0.32 510.47 0.35 510.64 0.48 511.49 0.77 511.91 << 0.88 511.47 0.77 511.07 0.65 510.72 0.52 510.46 0.35 510.35 0.19 510.34 0.16 510.33 0.15 510.33 0.13 510.33 0.12 510.32 0.12 510.32 0.11 510.32 0.11 510.32 0.10 510.32 0.10 510.32 0.10 510.32 0.09 510.32 0.09 510.32 0.09 510.32 0.09 510.32 0.09 510.31 0.08 510.31 0.08 510.31 0.08 510.31 0.08 0.11 - - -- ----- 0.12 - - -- - - -- - - - -- - - - -- ---- - - - -- -- - 0.12 0.12 - -- - - -- - - -- _- ----- -_ ___ ----- 0.12 ---_ - - -- - -- - - -- -- - - -- - -- - 0.13 _ -_- __ -- - - -- - - - -- ___ _w_ _____ _w 0.13 - - -- ----- - - - -- ----- - - -- - - - -- - - -- - -- 0.14 - -- - - -- - - -- - - -- ___ - - -- - -- -_ 0.14 - - -- - - - -- -_ - -_ -__ - - -- -_-- __- 0.15 - - -- - - - -- - - -- --- -- ----- - - -- - -- - -- 0.16 - ---- - - - -- - ---- ----- - - -- - - -- ---- ---- 0.17 - -- - - -- - - - -- - - - -- - - - -- ___ - 0.18 - - -- - - - -- - -- --- -- - - -- - - -- -- 0.18 0.19 ----- - -- -- - -- - - -- - - - -- - - - -- ----- - -- 0.20 - ---- - - -- --- -- --- -- ----- ----- ---- 0.21 0.22 - - -- --- -- - ---- ----- - -- - -- -- 0.24 - - -- - - -- - - -- - -- - - -- - - -- -- -- 0.26 ----- --- -- --- -- - - -- - -- -- -- 0.27 ----- -- - -- -- - -- -- - -- - -- -- ---- 0.30 - - - -- - - - -- - - -- - - -- ----- - - -- -_ ----- 0.32 0.35 -- - - -- - - -- - - -- ----- - - - -- - - -- -- 0.48 - - -- --- -- - - - -- --- -- - - -- --- -- ----- ----- 0.77 - - -- -- - - -- -- -- -- - - - -- -- -- 0.88 << 0.77 - - - -- - - - -- - - - -- - ---- ----- - - -- - -- 0.65 0.52 - - -- -- - - -- - -- - - w - - -- -- 0.35 - - -- - - - -- - - - -- --- -- -- - -- - - - -- --- -- 0.19 ---- - - -- -- - -- - - -- --- -- - - -- ----- ---- 0.16 ___ -- -- - - - -- - - - -- _____ - - _____ ____ 0.15 - - - -- - - -- --- -- ----- - -- 0.13 ----- - - - -- - -- -- ----- - -- - - -- 0.12 - -- ----- - -- -- ___ 0.12 -- -- - -- - - -- ---- - - -- ----- ----- ----- 0.11 0.11 - -- - - - -- -- - - -- -- -- - -- - - - -- ---- 0.10 - --- - - - -- --- - - - -- - -- - -- - - - -- - -- 0.10 - - -- --- -- - - - -- ---_ - - -- --- -- --- -- - 0.10 --- -- ----- - - -- --- -- - -- - -- - -- 0.09 - - -- - - - -- - -- -- 0.09 0.09 - -- -- - - -- ----- ----- ----- - - - -- ----- 0.09 _- - - -- - - -- -_ - ----_ ----- _____ 0.09 0.08 0.08 - -- ---- - - - -- -_- -__ ----- _____ ---_ 0.08 0.08 Continues on next page... Outflow from Basin F Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.75 0.08 510.31 0.08 - - -- - - -- ----- - --- - --- - --- _____ _---- 0.08 23.00 0.07 510.31 0.07 - - -- - - - -- - - -- ----_ _____ ____ ____- -- 0.07 23.25 0.07 510.31 0.07 - -- ----- ----- - - --- ---- ----- -- -- 0.07 23.50 0.07 510.31 0.07 --- -- - - - -- --- -- - --- - ---- ----- - -- -- 0.07 23.75 0.07 510.31 0.07 -- -- - - - -- - - -- ----- - - -- - -- - -- ----- 0.07 24.00 0.07 510.31 0.07 - -- - -- - -- ---- - -_ ____ ___ _____ 0.07 24.25 0.00 510.28 0.04 - - - -- - - - -- - - -- - - - -- -- -_- - - -- - -- 0.04 24.50 0.00 510.22 0.04 - -- ---_ ___ -__ _- ___ _ -_ ___ 0.04 24.75 0.00 510.17 0.03 - - - -- - - - -- - - - -- ----- - - - -- - - -- ____ ___ 0.03 25.00 0.00 510.12 0.02 -- -- - - - -- - - -- - -- - -_ _____ ____ ____ 0.02 25.25 0.00 510.08 0.02 ---- - -- - - - -- - -- ----- --- -- --- - --- 0.0 25.50 0.00 510.04 0.01 - ---- - - - -- - - -- - -- ____ ___ -__ __ -_ 0.01 25.75 0.00 510.00 0.01 - - - -- - - -- - - - -- - - --- - - -- -- --- - - -- -- 0.01 ... End t i E C F E E E E B 0 1 1 1 i 1 1 Reservoir Report Reservoir No. 4 - Detention Pond - F Pond Data Pond storage is based on known values Stage / Storage Table Page 1 Hydraflow Hydrographs by Intelisolve Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) 0.00 509.89 00 0 0 0.40 510.29 00 190 190 0.80 510.69 00 329 519 1.20 511.09 00 401 920 1.60 511.49 00 442 1,362 2.00 511.89 00 461 1,823 2.40 512.29 00 461 2,284 2.80 512.69 00 442 2,726 3.20 513.09 00 400 3,126 3.60 513.49 00 330 3,456 4.00 513.89 00 189 3,645 Culvert / Orifice Structures Stage Storage Weir Structures Clv A ft cult ft [A] [B] [C] [D] 0.00 [A] [B] ICI [D] Rise in = 5.0 0.0 0.0 0.0 Crest Len ft = 20.00 0.00 0.00 0.00 Span in = 5.0 0.0 0.0 0.0 Crest El. ft = 514.25 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. It = 509.89 0.00 0.00 0.00 Weir Type = Rect - - - Length It = 1.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 0.25 0.00 0.00 0.00 N -Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = n/a No No No Exfltration Rate = 0.00 in /hr /sgft Tailwater Elev. = 0.00 ft Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft cult ft cfs 0.00 0 509.89 0.00 0.40 190 510.29 0.04 0.80 519 510.69 0.50 1.20 920 511.09 0.65 1.60 1,362 511.49 0.77 2.00 1,823 511.89 0.88 2.40 2,284 512.29 0.97 2.80 2,726 512.69 1.06 3.20 3,126 513.09 1.14 3.60 3,456 513.49 1.21 4.00 3,645 513.89 1.28 Note: AM ouftws have been analyzed under inlet and outlet control. Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total cfs cfs cfs cis cfs cis cfs cis cfs - - - 0.00 - - - - 0.00 - - - 0.00 - - - - 0.04 - - - 0.00 - - - - 0.50 - - - 0.00 - - - - 0.65 - - - 0.00 - - - - 0.77 0.00 - - - - 0.88 - - - 0.00 - - - - 0.97 - - - 0.00 - - - - 1.06 - - - 0.00 - - - - 1.14 - - - 0.00 - - - - 1.21 - - - 0.00 - - - - 1.28 0 i E L E E i 6 6 i 1 1 1 1 i t i Hyd. No. 9 - Reservoir - 2 Yr - Qp = 0.88 cfs - Outflow from Basin F 2. MEMENEVENE 2. I on 1. C1 1. 0. MENNEN 1�000 0. ! - - - - - - - - - .5 Time (hrs) / Hyd. 4 / Hyd. 9 Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Total Offsite Hydrograph type = Combine Storm frequency = 2 yrs Inflow hyds. = 2, 5, 6, 7, 8, 9 Peak discharge = 3.37 cfs Time interval = 15 min Hydrograph Volume = 69,575 cult Hydrograph Discharge Table Time Hyd. 2 + Hyd. 5 + Hyd. 6 + Hyd. 7 + Hyd. 8 + Hyd. 9 = Outflow (hm) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.25 0.04 0.01 0.01 0.01 0.00 0.01 0.08 0.14 0.50 0.04 0.01 0.01 0.03 0.02 0.02 0.75 0.04 0.01 0.01 0.06 0.05 0.03 0.19 1.00 0.04 0.01 0.01 0.11 0.08 0.04 0.29 1.25 0.04 0.01 0.01 0.18 0.08 0.04 0.36 1.50 0.04 0.01 0.01 0.17 0.08 0.06 0.37 1.75 0.04 0.01 0.01 0.18 0.08 0.07 0.39 2.00 0.04 0.01 0.01 0.18 0.08 0.08 0.07 0.07 0.39 0.39 2.25 0.04 0.01 0.01 0.18 2.50 0.04 0.01 0.01 0.18 0.08 0.08 0.40 2.75 0.04 0.01 0.01 0.18 0.08 0.08 0.40 3.00 0.04 0.01 0.01 0.18 0.08 0.08 0.40 3.25 0.04 0.01 0.01 0.19 0.08 0.08 0.41 3.50 0.04 0.01 0.01 0.19 0.08 0.08 0.41 3.75 0.04 0.01 0.01 0.19 0.09 0.08 0.42 4.00 0.04 0.01 0.01 0.19 0.09 0.08 0.42 4.25 0.04 0.01 0.01 0.19 0.09 0.08 0.42 4.50 0.04 0.01 0.01 0.20 0.09 0.08 0.43 4.75 0.04 0.01 0.01 0.20 0.09 0.08 0.43 5.00 0.04 0.01 0.01 0.20 0.09 0.08 0.43 5.25 0.04 0.01 0.01 0.20 0.09 0.08 0.43 5.50 0.05 0.01 0.01 0.20 0.09 0.09 0.45 5.75 0.05 0.01 0.01 0.21 0.09 0.09 0.46 6.00 0.05 0.01 0.01 0.21 0.09 0.09 0.46 6.25 0.05 0.01 0.01 0.21 0.10 0.09 0.47 1 6.50 0.05 0.01 0.01 0.22 0.10 0.10 0.09 0.09 0.48 0.48 6.75 0.05 0.01 0.01 0.22 7.00 0.05 0.01 0.01 0.22 0.10 0.09 0.48 7.25 0.05 0.01 0.01 0.23 0.10 0.09 0.49 7.50 0.05 0.01 0.01 0.23 0.10 0.10 0.50 7.75 0.05 0.01 0.01 0.23 0.10 0.10 0.50 8.00 0.05 0.01 0.01 0.24 0.11 0.10 0.51 8.25 0.05 0.01 0.01 0.24 0.11 0.10 0.52 8.50 0.05 0.01 0.01 0.24 0.11 0.10 0.52 8.75 0.05 0.01 0.01 0.25 0.11 0.10 0.53 9.00 0.06 0.01 0.01 0.25 0.11 0.11 0.55 9.25 0.06 0.01 0.01 0.26 0.12 0.11 0.56 9.50 0.06 0.01 0.01 0.26 0.12 0.11 0.57 ' Continues on next page... 11 TotalOffsite Page 2 Table Hydrograph Discharge Time Hyd. 2 + Hyd. 5 + Hyd. 6 + Hyd. 7 + Hyd. 8 + Hyd. 9 = Outflow (hM) (cfs) WS) WS) (cfs) WS) WS) WS) 9.75 0.06 0.01 0.01 0.27 0.12 0.11 0.58 10.00 0.06 0.01 0.01 0.27 0.12 0.11 0.58 10.25 0.06 0.01 0.01 0.28 0.13 0.12 0.60 10.50 0.06 0.01 0.01 0.29 0.13 0.12 0.62 10.75 0.07 0.01 0.01 0.29 0.13 0.12 0.63 11.00 0.07 0.01 0.01 0.29 0.14 0.12 0.64 11.25 0.07 0.01 0.01 0.30 0.14 0.13 0.66 11.50 0.07 0.01 0.01 0.31 0.14 0.13 0.67 11.75 0.07 0.01 0.01 0.31 0.15 0.14 0.14 0.69 0.72 12.00 0.08 0.01 0.01 0.33 0.15 12.25 0.08 0.01 0.02 0.36 0.16 0.15 0.78 12.50 0.09 0.01 0.02 0.38 0.17 0.16 0.84 12.75 0.09 0.01 0.02 0.40 0.18 0.17 0.86 13.00 0.10 0.01 0.02 0.41 0.18 0.18 0.90 13.25 0.10 0.01 0.02 0.43 0.19 0.18 0.93 13.50 0.10 0.02 0.02 0.44 0.46 0.20 0.21 0.19 0.20 0.97 1.02 13.75 0.11 0.02 0.02 14.00 0.12 0.02 0.02 0.48 0.22 0.21 1.07 14.25 0.13 0.02 0.02 0.51 0.23 0.22 1.13 14.50 0.14 0.02 0.02 0.54 0.25 0.24 1.21 14.75 0.15 0.02 0.03 0.58 0.26 0.26 1.30 15.00 0.17 0.03 0.03 0.63 0.27 0.27 1.40 15.25 0.15 0.03 0.03 0.69 0.29 0.30 1.49 15.50 0.21 0.03 0.04 0.74 0.31 0.32 1.64 15.75 1.28 << 0.24 << 0.29 << 0.79 0.33 0.35 3.28 16.00 0.24 0.03 0.04 1.28 0.40 0.48 2.47 16.25 0.18 0.02 0.03 1.63 << 0.60 0.77 << 3.23 3.37 << 16.50 0.14 0.02 0.02 1.60 0.70 << 0.88 16.75 0.12 0.02 0.02 1.48 0.66 0.77 3.07 17.00 0.11 0.02 0.02 1.36 0.61 0.65 2.77 17.25 0.10 0.01 0.02 1.23 0.57 0.52 2.44 17.50 0.09 0.01 0.02 1.09 0.51 0.35 2.07 17.75 0.08 0.01 0.01 0.95 0.46 0.19 1.71 18.00 0.07 0.01 0.01 0.82 0.63 0.41 0.35 0.16 0.15 1.48 1.22 18.25 0.07 0.01 0.01 18.50 0.06 0.01 0.01 0.43 0.29 0.13 0.93 18.75 0.06 0.01 0.01 0.33 0.22 0.12 0.75 19.00 0.06 0.01 0.01 0.30 0.13 0.12 0.63 19.25 0.06 0.01 0.01 0.27 0.12 0.11 0.59 19.50 0.05 0.01 0.01 0.26 0.12 0.11 0.56 19.75 0.05 0.01 0.01 0.25 0.11 0.10 0.54 20.00 0.05 0.01 0.01 0.24 0.11 0.10 0.52 20.25 0.05 0.01 0.01 0.23 0.10 0.10 0.51 20.50 0.05 0.01 0.01 0.23 0.10 0.09 0.49 20.75 0.05 0.01 0.01 0.22 0.10 0.09 0.48 21.00 0.05 0.01 0.01 0.21 0.10 0.09 0.47 21.25 0.04 0.01 0.01 0.21 0.09 0.09 0.45 21.50 0.04 0.01 0.01 0.21 0.09 0.09 0.45 21.75 0.04 0.01 0.01 0.20 0.09 0.08 0.44 22.00 0.04 0.01 0.01 0.19 0.09 0.08 0.42 22.25 0.04 0.01 0.01 0.19 0.09 0.08 0.42 Continues on next page... Total Offsite Hydrograph Discharge Table Time Hyd. 2 + Hyd. 5 + (hrs) (cfs) (cfs) 22.50 0.04 0.01 22.75 0.04 0.01 23.00 0.04 0.01 23.25 0.04 0.01 23.50 0.04 0.01 23.75 0.04 0.01 24.00 0.00 0.00 24.25 0.00 0.00 24.50 0.00 0.00 24.75 0.00 0.00 25.00 0.00 0.00 25.25 0.00 0.00 25.50 0.00 0.00 25.75 0.00 0.00 Page 3 Hyd. 6 + Hyd. 7 + Hyd. 8 + Hyd. 9 = Outflow (cfs) (cfs) (cfs) (cfs) (cfs) 0.01 0.19 0.08 0.08 0.41 0.01 0.18 0.08 0.08 0.40 0.01 0.18 0.08 0.07 0.39 0.01 0.18 0.08 0.07 0.39 0.01 0.17 0.08 0.07 0.38 0.01 0.17 0.08 0.07 0.38 0.00 0.17 0.07 0.07 0.31 0.00 0.08 0.03 0.04 0.16 0.00 0.06 0.02 0.04 0.12 0.00 0.05 0.02 0.03 0.10 0.00 0.04 0.01 0.02 0.08 0.00 0.04 0.01 0.02 0.07 0.00 0.03 0.01 0.01 0.05 0.00 0.02 0.01 0.01 0.04 ... End t 0 0 B 8 1 i i 1 i 1 1 I 1 l 1 Hyd. No. 10 - Combine - 2 Yr - Qp = 3.37 cfs - Total Offsite Cat Time (hrs) / Hyd. 2 / Hyd. 5 / Hyd. 6 / Hyd. 7 Hyd. 8 / Hyd. 9 / Hyd. 10 u son N L Innis Time (hrs) / Hyd. 2 / Hyd. 5 / Hyd. 6 / Hyd. 7 Hyd. 8 / Hyd. 9 / Hyd. 10 u 1 c 4 d" A ii il t t 1 0 Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cult) Inflow hyd(s) Maximum elevation (ft) Maximum storage (tuft) Hydrograph description 1 Manual 7.24 15 960 47,394 — — — Inflow from Area C 2 Manual 1.72 15 945 10,062 — — — Inflow from Area D 3 Manual 3.45 15 975 21,240 — — Inflow from Area E 4 Manual 3.16 15 975 19,683 — — Inflow from Area F 5 Manual 0.32 15 945 1,494 — — Flow from Area G1 6 Manual 0.39 15 945 1,800 — — — Flow from Area G2 7 Reservoir 2.02 15 975 47,381 1 516.06 7,220 outflow from Basin C 8 Reservoir 0.85 15 990 21,231 3 515.12 3,565 outflow from Basin E 9 Reservoir 1.06 15 990 19,675 4 512.70 2,551 outflow from Basin F 10 Combine 4.26 15 945 101,642 2, 5, 6, 7, , 9 — — Total Offsite Proj. file: 03 -637 Fontana Nissa .glRaturn Period: 5 yr Run date: 05 -25 -2004 nyu1 anvw I gruff vywrna Y n �•`n .v..v Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 1 Inflow from Area C Hydrograph type = Manual Peak discharge = 7.24 cfs Storm frequency = 5 yrs Time interval = 15 min Table Hydrograph Volume = 47,394 cult Hydrograph Discharge Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 0.25 0.28 8.75 0.40 17.25 0.66 0.50 0.28 9.00 0.41 17.50 0.60 0.75 0.29 9.25 0.41 17.75 0.55 1.00 0.29 9.50 0.42 18.00 0.52 1.25 0.29 9.75 0.42 18.25 0.51 1.50 0.29 10.00 0.43 18.50 0.49 1.75 0.30 10.25 0.44 18.75 0.47 2.00 0.30 10.50 0.45 19.00 0.45 2.25 0.30 10.75 0.46 19.25 0.43 2.50 0.30 11.00 0.47 19.50 0.41 2.75 0.31 11.25 0.48 19.75 0.40 3.00 0.31 11.50 0.48 20.00 0.39 3.25 0.31 11.75 0.50 20.25 0.38 3.50 0.31 12.00 0.52 20.50 0.37 3.75 0.32 12.25 0.51 20.75 0.36 4.00 0.32 12.50 0.52 21.00 0.35 4.25 0.32 12.75 0.54 21.25 0.34 4.50 0.32 13.00 0.57 21.50 0.33 4.75 0.33 13.25 0.58 21.75 0.33 5.00 0.33 13.50 0.61 22.00 0.32 5.25 0.34 13.75 0.64 22.25 0.32 5.50 0.34 14.00 0.67 22.50 0.31 5.75 0.34 14.25 0.73 22.75 23.00 0.31 0.30 6.00 0.35 14.50 0.79 6.25 0.35 14.75 0.85 23.25 0.30 6.50 0.35 15.00 0.94 23.50 0.29 6.75 0.36 15.25 1.04 23.75 0.29 7.00 0.36 15.50 1.07 24.00 0.28 7.25 0.37 15.75 1.27 7.50 0.37 16.00 7.24 << 7.75 0.38 16.25 2.91 ... End 8.00 0.38 16.50 0.97 8.25 0.39 16.75 0.89 8.50 0.39 17.00 0.76 Hyd. No. 1 - Manual - 5 Yr - Qp = 7.24 cfs - Inflow from Area C 8 C3► 6 4 2 0.0 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.8 .3 Time (hrs) / Hyd. 1 0 24 Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Inflow from Area D Hydrograph type = Manual Peak discharge = 1.72 cfs Storm frequency = 5 yrs Time interval = 15 min Hydrograph Volume = 10,062 cuft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 0.25 0.06 8.75 0.09 17.25 0.13 0.50 0.06 9.00 0.09 17.50 0.12 0.75 0.06 9.25 0.09 17.75 0.11 1.00 0.06 1.25 0.06 9.50 9.75 0.09 0.09 18.00 18.25 0.11 0.11 1.50 0.06 10.00 0.10 18.50 0.10 1.75 0.06 10.25 0.10 18.75 0.10 2.00 0.07 10.50 0.10 19.00 0.09 2.25 0.07 10.75 0.10 19.25 0.09 2.50 0.07 11.00 0.10 19.50 0.09 2.75 0.07 11.25 0.11 19.75 0.08 3.00 0.07 11.50 0.11 20.00 0.08 3.25 0.07 11.75 0.11 20.25 0.08 3.50 0.07 12.00 0.11 20.50 0.08 3.75 0.07 12.25 0.11 20.75 0.08 4.00 0.07 12.50 0.12 21.00 0.08 4.25 0.07 12.75 0.12 21.25 0.07 4.50 0.07 13.00 0.13 21.50 0.07 4.75 0.07 13.25 0.13 21.75 0.07 5.00 0.07 13.50 0.14 22.00 0.07 5.25 0.07 13.75 0.15 22.25 0.07 5.50 0.07 14.00 0.16 22.50 0.07 5.75 0.08 14.25 0.17 22.75 0.07 6.00 0.08 14.50 0.18 23.00 0.06 6.25 0.08 14.75 0.20 23.25 0.06 6.50 0.08 15.00 0.23 23.50 0.06 6.75 0.08 15.25 0.20 23.75 0.06 7.00 0.08 15.50 0.27 7.25 0.08 15.75 1.72 << 7.50 0.08 16.00 0.32 ...End 7.75 0.08 16.25 0.24 8.00 0.08 16.50 0.19 8.25 0.09 16.75 0.16 8.50 0.09 17.00 0.14 Hyd. No. 2 - Manual - 5 Yr - Qp =1.72 cfs - Inflow from Area D 2.0 1. 5 v pr 1. 0 0. 5 0. 0 .2 21.6 24 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19 .0 Time (hrs) / Hyd. 2 5.25 0.15 13.75 0.29 22.25 0.14 5.50 Hydrograph Report 0.31 22.50 Pagel 5.75 0.15 14.25 0.33 22.75 Hydraflow Hydrographs by Intelisolve 6.00 0.16 14.50 0.35 Hyd. No. 3 0.14 6.25 0.16 14.75 0.38 Inflow from Area E 0.13 6.50 0.16 15.00 0.43 Hydrograph type = Manual 6.75 0.16 Peak discharge = 3.45 cfs 0.47 Storm frequency = 5 yrs 7.00 0.16 Time interval = 15 min 0.44 24.00 Table 7.25 0.17 Hydrograph Volume = 21,240 cult 0.56 Hydrograph Discharge 7.50 0.17 16.00 1.07 Time -- Outflow Time -- Outflow Time -- Outflow 0.17 (hrs cfs) (hrs cfs) (hrs cfs) 0.17 0.25 0.13 8.75 0.18 17.25 0.29 0.17 0.50 0.13 9.00 0.18 17.50 0.26 0.18 0.75 0.13 9.25 0.18 17.75 0.25 1.00 0.13 9.50 0.19 18.00 0.23 1.25 0.13 9.75 0.19 18.25 0.23 1.50 0.13 10.00 0.19 18.50 0.22 1.75 0.13 10.25 0.20 18.75 0.21 2.00 0.13 10.50 0.20 19.00 0.20 2.25 0.13 10.75 0.21 19.25 0.19 2.50 0.14 11.00 0.21 19.50 0.19 2.75 0.14 11.25 0.22 19.75 0.18 3.00 0.14 11.50 0.22 20.00 0.17 3.25 0.14 11.75 0.23 20.25 0.17 3.50 0.14 12.00 0.23 20.50 0.16 3.75 0.14 12.25 0.23 20.75 0.16 4.00 0.14 12.50 0.24 21.00 0.16 4.25 0.14 12.75 0.25 21.25 0.15 4.50 0.15 13.00 0.26 21.50 0.15 4.75 0.15 13.25 0.27 21.75 0.15 5.00 0.15 13.50 0.28 22.00 0.15 5.25 0.15 13.75 0.29 22.25 0.14 5.50 0.15 14.00 0.31 22.50 0.14 5.75 0.15 14.25 0.33 22.75 0.14 6.00 0.16 14.50 0.35 23.00 0.14 6.25 0.16 14.75 0.38 23.25 0.13 6.50 0.16 15.00 0.43 23.50 0.13 6.75 0.16 15.25 0.47 23.75 0.13 7.00 0.16 15.50 0.44 24.00 0.13 7.25 0.17 15.75 0.56 7.50 0.17 16.00 1.07 7.75 0.17 16.25 3.45 << ...End 8.00 0.17 16.50 0.47 8.25 0.17 16.75 0.39 8.50 0.18 17.00 0.33 Hyd. No. 3 - Manual - 5 Yr - Qp = 3.45 ds - Inflow from Area E 4 O► 3 2 0.0 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.8 .3 Time (hrs) / Hyd. 3 1 0 24 Re Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Inflow from Area F G G C C G 1 1 1 Hydrograph type = Manual Storm frequency = 5 yrs Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 0.25 0.12 8.75 0.17 0.50 0.12 9.00 0.17 0.75 0.12 9.25 0.17 1.00 0.12 9.50 0.17 1.25 0.12 9.75 0.18 1.50 0.12 10.00 0.18 1.75 0.12 10.25 0.19 2.00 0.12 10.50 0.19 2.25 0.13 10.75 0.19 2.50 0.13 11.00 0.20 2.75 0.13 11.25 0.20 3.00 0.13 11.50 0.20 3.25 0.13 11.75 0.21 3.50 0.13 12.00 0.22 3.75 0.13 12.25 0.21 4.00 0.13 12.50 0.22 4.25 0.13 12.75 0.23 4.50 0.14 13.00 0.23 4.75 0.14 13.25 0.24 5.00 0.14 13.50 0.26 5.25 0.14 13.75 0.27 5.50 0.14 14.00 0.29 5.75 0.14 14.25 0.31 6.00 0.14 14.50 0.33 6.25 0.15 14.75 0.35 6.50 0.15 15.00 0.40 6.75 0.15 15.25 0.44 7.00 0.15 15.50 0.42 7.25 0.15 15.75 0.52 7.50 0.16 16.00 0.99 7.75 0.16 16.25 3.16 << 8.00 0.16 16.50 0.43 8.25 0.16 16.75 0.36 8.50 0.16 17.00 0.31 Peak discharge = 3.16 cfs Time interval = 15 min Hydrograph Volume = 19,683 cult Time -- Outflow (hrs cfs) 17.25 0.27 17.50 0.25 17.75 0.23 18.00 0.22 18.25 0.21 18.50 0.20 18.75 0.19 19.00 0.18 19.25 0.18 19.50 0.17 19.75 0.17 20.00 0.16 20.25 0.16 20.50 0.15 20.75 0.15 21.00 0.15 21.25 0.14 21.50 0.14 21.75 0.14 22.00 0.14 22.25 0.13 22.50 0.13 22.75 0.13 23.00 0.13 23.25 0.12 23.50 0.12 23.75 0.12 24.00 0.12 End iJ Hyd. No. 4 - Manual - 5 Yr - Qp = 3.16 cfs - Inflow from Area F 4 Cl 3 2 0.0 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.8 .3 Time (hrs) / Hyd. 4 1 0 24 i i Flow Hydrograph Hyd. No. 5 from Area G1 Hydrograph type Storm frequency Report = Manual = 5 yrs Pagel Hydraflow Hydrographs by Intelisolve Peak discharge = 0.32 cfs Time interval = 15 min Table Hydrograph Volume = 1,494 tuft Hydrograph Discharge Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 0.25 0.01 8.75 0.01 17.25 0.02 0.50 0.01 9.00 0.01 17.50 0.02 0.75 0.01 9.25 0.01 17.75 0.02 1.00 0.01 9.50 0.01 18.00 0.02 1.25 0.01 9.75 0.01 18.25 0.02 1.50 0.01 10.00 0.01 18.50 0.01 1.75 0.01 10.25 0.01 18.75 0.01 2.00 0.01 10.50 0.01 19.00 0.01 2.25 0.01 10.75 0.01 19.25 0.01 2.50 0.01 11.00 0.02 19.50 0.01 2.75 0.01 11.25 0.02 19.75 0.01 3.00 0.01 11.50 0.02 20.00 0.01 3.25 0.01 11.75 0.02 20.25 0.01 3.50 0.01 12.00 0.02 20.50 0.01 3.75 0.01 12.25 0.02 20.75 0.01 4.00 0.01 12.50 0.02 21.00 0.01 4.25 0.01 12.75 0.02 21.25 0.01 4.50 0.01 13.00 0.02 21.50 0.01 4.75 0.01 13.25 0.02 21.75 0.01 5.00 0.01 13.50 0.02 22.00 0.01 5.25 0.01 13.75 0.02 22.25 0.01 5.50 0.01 14.00 0.02 22.50 0.01 5.75 0.01 14.25 0.03 22.75 0.01 6.00 0.01 14.50 0.03 23.00 0.01 6.25 0.01 14.75 0.03 23.25 0.01 6.50 0.01 15.00 0.03 23.50 0.01 6.75 0.01 15.25 0.03 23.75 0.01 7.00 0.01 15.50 0.04 7.25 0.01 15.75 0.32 << i 7.50 0.01 16.00 0.04 ... End 7.75 0.01 16.25 0.03 8.00 0.01 16.50 0.03 8.25 0.01 16.75 0.02 8.50 0.01 17.00 0.02 Hyd. No. 5 - Manual - 5 Yr - Op = 0.32 cfs - Flow from Area G1 0.4 0. 3 Cy 0. 2 0. 1 0. 0 .2 21.6 24 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19 .0 Time (hrs) / Hyd. 5 Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 6 Flow from Area G2 Hydrograph type = Manual Storm frequency = 5 yrs Peak discharge = 0.39 cfs Time interval = 15 min Hydrograph Volume = 1,800 cult Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) Time -- Outflow (hrs cfs) 0.25 0.01 8.75 0.02 0.50 0.01 9.00 0.02 0.75 0.01 9.25 0.02 1.00 0.01 9.50 0.02 1.25 0.01 9.75 0.02 1.50 0.01 10.00 0.02 1.75 0.01 10.25 0.02 2.00 0.01 10.50 0.02 2.25 0.01 10.75 0.02 2.50 0.01 11.00 0.02 2.75 0.01 11.25 0.02 3.00 0.01 11.50 0.02 3.25 0.01 11.75 0.02 3.50 0.01 12.00 0.02 3.75 0.01 12.25 0.02 4.00 0.01 12.50 0.02 4.25 0.01 12.75 0.02 4.50 0.01 13.00 0.02 4.75 0.01 13.25 0.02 5.00 0.01 13.50 0.03 5.25 0.01 13.75 0.03 5.50 0.01 14.00 0.03 5.75 0.01 14.25 0.03 6.00 0.01 14.50 0.03 6.25 0.01 14.75 0.04 6.50 0.01 15.00 0.04 6.75 0.01 15.25 0.04 7.00 0.01 15.50 0.05 7.25 0.01 15.75 0.39 << 7.50 0.01 16.00 0.05 7.75 0.01 16.25 0.04 8.00 0.02 16.50 0.03 8.25 0.02 16.75 0.03 8.50 0.02 17.00 0.02 17.25 0.02 17.50 0.02 17.75 0.02 18.00 0.02 18.25 0.02 18.50 0.02 18.75 0.02 19.00 0.02 19.25 0.02 19.50 0.02 19.75 0.01 20.00 0.01 20.25 0.01 20.50 0.01 20.75 0.01 21.00 0.01 21.25 0.01 21.50 0.01 21.75 0.01 22.00 0.01 22.25 0.01 22.50 0.01 22.75 0.01 23.00 0.01 23.25 0.01 23.50 0.01 23.75 0.01 .End Hyd. No. 6 - Manual - 5 Yr - Qp = 0.39 cfs - Flow from Area G2 0.4 0.3 Cat 0.2 0.1 0.0 0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0 Time (hrs) / Hyd. 6 Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 7 ' Outflow from Basin C Continues on next page... Hydrograph type = Reservoir Storm frequency = 5 yrs Inflow hyd. No. = 1 Max. Elevation = 516.06 ft Peak discharge = 2.02 cfs Time interval = 15 min Reservoir name = Detenion Pond - C Max. Storage = 7,220 cuft Storage Indication method used. Outflow hydrograph volume = 47,381 cult Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.50 0.28 511.69 0.06 ----- - - - -- - - -- ---- -- ____ ____ �_ 0.06 0.75 0.29 511.80 0.27 ----- - - -- - - - -- - - -- --- -- - ---- - -- - - - -- 0.27 1.00 0.29 511.80 0.29 - - - -- - -- - - - -- -- - - - -- - - -- - - -- - -- 0.29 1.25 0.29 511.80 0.29 - -- - - - -- --- -- - ---- ----- - - - -- --- -- ----- 0.29 1.50 0.29 511.80 0.29 ----- --- -- - -- - - - -- - - - -- - -- - - -- -- 0.29 1.75 0.30 511.80 0.29 - -- - - -- - - -- --- -- ---- 0.29 2.00 0.30 511.81 0.30 ----- - - - - -- ---- -- ----- - -- ---- 0.30 2.25 0.30 511.81 0.30 - - -- _--__ - -__ - -__ �_ M__ -� ____ 0.30 2.50 0.30 511.81 0.30 --- -- - - - -- ----- - ----- - - - -- -- -- -- 0.30 2.75 0.31 511.81 0.30 - - -- -- - -- - - - -- ---- ----- - - -- - ---- - -- 0.30 3.00 0.31 511.81 0.31 - ----- - - - -- ___ ____ ___ _�_ ___ 0.31 3.25 0.31 511.81 0.31 ----- - -_ _____ ____ ____ _____ ___ ____ 0.31 3.50 0.31 511.81 0.31 - -- - - - -- ___ ____ ___ _____ __� ____ 0.31 3.75 0.32 511.81 0.31 - - - -- - - - -- - - -- --- -- - - - -- - - - -- - - -- -- 0.31 4.00 0.32 511.81 0.32 - - -- - - - - -- - - -- - - --- ---- - --- - ---- 0.32 4.25 0.32 511.81 0.32 - - - -- - - ---- -- - -- -- 0.32 4.50 0.32 511.81 0.32 - - -- ----- -- ----- ----- - -- -- -- 0.32 4.75 0.33 511.82 0.32 - - - - -- ----- - -- - - -- ----- - - -- 0.32 5.00 0.33 511.82 0.33 --- -- - - - -- - - -- - -- - - -- ----- 0.33 5.25 0.34 511.82 0.33 - - --- - - -- - - - -- --- -- --- -- - - -- ----- - -- 0.33 5.50 0.34 511.82 0.34 - -__ _�_ ___ _____ ____ ___ ____ _ -- 0.34 5.75 0.34 511.82 0.34 - - -- - - - -- - - -- - -- ___ ____ ____ �_ 0.34 6.00 0.35 511.83 0.34 -- - - - -- -- -- -- -- - -- - - -- ___ ____ 0.34 6.25 0.35 6.50 0.35 511.83 511.83 0.35 ----- 0.35 --- - - - -- - - - -- - - -- - - -- -- - --- - -- - - --- - - - -- ----- - ---- ---- _---- ---- 0.35 0.35 6.75 0.36 511.83 0.35 ----- ---- - -- - - -- ----- -- -- ---- - - -- 0.35 7.00 0.36 511.83 0.36 - -_ �__ _____ _� �__ ____ __� ____- 0.36 7.25 0.37 511.83 0.36 --___ ----- ----- 0.36 7.50 0.37 511.84 0.37 _____ --- __- - 0.37 7.75 0.38 511.84 0.37 ----- - ---- -- - - - -- - -- - -- - -- - 0.37 8.00 0.38 511.84 0.38 ----- ----- - -_ _� ___ _____ _� _---_ 0.38 8.25 0.39 511.84 0.38 - -_ 0.38 8.50 0.39 511.84 _ 0.39 N _ - - -_ M - -w_ M _w 0.39 8.75 0.40 511.85 0.39 --- - - - -- -- - ---- ____ _� ____ _�_ 0.39 9.00 0.41 511.85 0.40 0 0.40 9.25 0.41 511.85 0.41 0.41 9.50 0.42 511.86 0.41 ---- ----- 0.41 9.75 0.42 511.86 0.42 -- -- - - -- --- -- ---- - -_ _� __� 0.42 Continues on next page... Outflow from Basin C Page 2 Table Hydrograph Discharge Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) ds ft Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs 10.00 10.25 0.43 0.44 511.86 511.87 0.42 - - -- ____ _____ ____ 0.43 ----- ----- __- _ -_ ____ ____ ____- _____ 0.42 _____ __ -- __ -- ----- 0.43 10.50 0.45 511.87 0.44 - - -- - - - -- - - - -- -- - -- - -- -- ----- -- 0.44 10.75 0.46 511.88 0.45 - -- -___ ___ _____ ____ ___ -- - ----- 0.45 IM 11.00 0.47 511.88 0.46 - - - -- - - - -- - - - -- - - - -- --- -- - - -- ----- -- 0.46 L 11.25 0.48 511.89 0.47 - - -- 0.47 11.50 0.48 511.89 0.48 -- -- - - - -- - - -- - - - -- - --- -- -- ----- - -- 0.48 11.75 0.50 511.90 0.49 ----- - - - -- - - - -- -- - - -- ____ __w _w_ 0.49 12.00 0.52 511.91 0.50 - - - -- - - - -- - - -- - - --- - -- - - - -- - - -- - -- 0.50 12.25 0.51 511.91 0.51 -- - -- - - --- - - - -- - -_- - - -- ----- ----- 0.51 12.50 0.52 511.92 0.51 - --- - - - -- - - -- - - - -- ----- - - - -- - - -- - - -- 0.51 12.75 0.54 511.92 0.52 - - -- - - - -- 0.52 El 13.00 0.57 511.94 0.54 - - - -- - - -- - - - -- - -- - - --- -- - -- -- -- -- 0.54 13.25 0.58 511.95 0.57 ----- - - --- - - - -- ----- -- - - -- - - - -- ---- 0.57 13.50 0.61 511.96 0.58 - - -- - - - -- ____ _____ ____ _____ 0.58 13.75 0.64 511.98 0.61 - - - -- ____ --- - _____ _____ ____ _____ -_ -- 0.61 14.00 0.67 512.01 0.64 - -- ---- - -- - -- - - -- - -_- - --- - -- 0.64 14.25 0.73 512.04 0.67 - -- --- -- - -- ----- ----- -- _____ ____ 0.67 14.50 14.75 0.79 0.85 512.08 512.14 0.72 - - -- - - - -- -- ----- 0.75 - - - -- ----- --- -- - - -- - - -- ----- -_- -- 0.72 - -- - -- - -- -- 0.75 15.00 0.94 512.22 0.80 - - -- - -- _ - -- ---- - - -- - - -- ----- -- 0.80 15.25 1.04 512.31 0.85 - - - -- ----- - - - -- - - - -- ----- ----_ ____ ___ 0.85 15.50 1.07 512.41 0.90 - - -- ____ _____ _____ __- __ -- _ -- ----- 0.90 15.75 1.27 512.54 0.97 -- - -- - -- ----- - - -- --- ----- - -- 0.97 16.00 7.24 << 514.05 1.51 - - - - -- - - - -- 1.51 16.25 2.91 516.06 << 2.02 - - -- - -- - - -- ----- - -- --- -- -- ----- 2.02 << 16.50 0.97 515.98 2.00 - - -- - - -- - - --- - - - -- - - -- - -- ___ __w 2.00 1.82 16.75 0.89 515.22 1.82 - -- - - - -- - - - -- - -- - -- ---- --- - --- 17.00 0.76 514.71 1.69 -- - - - -- - - -- - - -- - - -- -- -- - - -- ----- 1.69 17.25 0.66 514.24 1.57 - - - -- - - -- - - -- -- ---- --- -- 1.57 17.50 0.60 513.82 1.44 - - - -- - - -- - - -- --- -- - -- - - -- - --- -- 1 17.75 0.55 513.44 1.32 ----- ----- ---- - - -- - - - -- ____ _w_ _____ 1.32 18.00 0.52 513.08 1.19 - - - -- - -- - ---- - -- - -- ---- _- - 1.19 18.25 0.51 512.77 1.07 -- -- - - - -- - - - -- _ - -- -- - - -- _ -- ----- 1.07 18.50 0.49 512.49 0.94 - - - -- - - -- - - -- - -- ----- - -- - - -- - - -- 0.94 18.75 0.47 512.27 0.83 -___ ___ _____ __M __M ____ ___ ___ 0.83 19.00 0.45 512.07 0.70 - - -- -- - -- -- -- - - -_ w__ �_ �__ 0.70 19.25 0.43 511.94 0.55 - ---- ----- --- -- --- -- - -- - ---- ____ ____ 0.55 19.50 0.41 511.88 0.46 - -- - - - -- - - - -- - - - -- - -- - - - -- - -- - - -- 0.46 19.75 0.40 511.86 0.42 - - -- -_ -- ----- ----- -_ _ --- ----- _ -- 0.42 20.00 0.39 511.85 0.40 -- --- -- - - - -- - -- - - -- --- -- -__ 0.40 20.25 0.38 511.84 0.39 - - -- - - - -- _ - -- ----- - --- -- -- - -- -- 0.39 20.50 0.37 511.84 0.38 0.38 20.75 21.00 0.36 0.35 511.83 511.83 0.37 -- - - - -- 0.36 -- - -- - - - -- - - -- 0.37 ----- -- ---- ----- 0.36 21.25 0.34 511.83 0.35 ----- ---__ _ _____ ____ _____ __--- -- 0.35 21.50 0.33 511.82 0.34 -- --- -- ----- - -- ----- ---- -- -- 0 21.75 0.33 511.82 0.33 ----- ----_ 0.33 22.00 0.32 511.82 0.33 _ -__ -- ___ - -- - -- _____ 0.33 22.25 0.32 511.81 0.32 - - - -- --- -- - -- -_- - -- - -- ---- - - -- 0.32 22.50 0.31 511.81 0.32 - - - -- - - - -- - - - -- ----- ----- - - -- - -- ---- 0.32 Continues on next page... u n H d r� Outflow from Basin C Page 3 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hm) cis ft cis cfs cis cis cis cfs cfs cis cfs cis 22.75 0.31 511.81 0.31 --- -- - - - -- - - - -- ----- ----- ----- - - -- ----- 0.31 23.00 0.30 511.81 0.31 - -- ----- --- ----- ----- ___ __--- - -- 0.31 23.25 0.30 511.81 0.30 - -- -- - -- - - -_ ----- ____ ____ _ _M 0.30 23.50 0.29 511.80 0.30 - -- ---- - -- - - - -- - - - -- - ---- -___ �_ 0.30 NA 23.75 0.29 511.80 0.29 ----- - - - -- - - - -- - -- ----- - - -- ----- - ---- 0.29 24.00 0.28 511.80 0.29 -- -- - -- - - --- - ---- -- - -- - - -- - - -- - 0.29 24.25 0.04 511.77 0.13 - -- - - -- - - - -- ----- ----- - - - -- - - --- --- -- 0.13 24.50 24.75 0.00 0.00 511.69 511.62 0.06 - -- - - - -- - - - -- - - -- 0.05 - -__ ____ ___ __- - - -- --- -- - -- -- 0.06 ____ ____ _ --- ----- 0.05 25.00 0.00 511.57 0.04 - -- - - - -- - - - -- - - - -- - - - -- ____ ___ ___ 0.04 25.25 0.00 511.52 0.04 - - -- ____ _____ _�_ _�_ ____ _ --_- --- 0.04 25.50 0.00 511.49 0.03 -- -- - - - -- - - - -- - - - -- - - -- --- -- --- -- - --- 0.03 25.75 0.00 511.45 0.02 - - -- - - -- - -- - -- ____ w__ _ -__ ___ 0.02 ... End n H d r� 0 U 0 L Reservoir Report Page 1 Hydraflow Hydrographs by Intelisolve Reservoir No. 1 - Detenion Pond - C Pond Data Pond storage is based on known values Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) 0.00 511.25 00 0 0 0.50 511.75 00 383 383 1.00 512.25 00 666 1,049 1.50 512.75 00 810 1,859 2.00 513.25 00 892 2,751 2.50 513.75 00 932 3,683 3.00 514.25 00 932 4,615 3.50 514.75 00 892 5,507 4.00 515.25 00 809 6,316 4.50 515.75 00 666 6,982 5.00 516.25 00 383 7,365 5.50 516.75 00 135 7,500 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [Cl [D] E l Rise in = 6.0 0.0 0.0 0.0 Crest Len It = 20.00 0.00 0.00 0.00 Span in = 6.0 0.0 0.0 0.0 Crest El. It = 516.78 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. It = 511.25 0.00 0.00 0.00 Weir Type = Rect - - - Length It = 1.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 0.25 0.00 0.00 0.00 N -Value = .013 .013 .013 .000 Orif. Coeff. = 0.60 0.60 0.60 0.00 Multi -Stage = n/a No No No Exfiltration Rate = 0.00 in /hr /sgft Tailwater Elev. = 0.00 ft Note: All outflows have been analyzed under inlet and outlet control. Stage /Storage /Discharge Table Stage Storage Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D EAU Total ft cuft ft cis cis cfs cis cfs cfs cis cfs cfs cis 0.00 0 511.25 0.00 - - -- 0.00 - - - - 0 0 0.50 383 511.75 0.06 - - - 0.00 - - - - 0.82 1.00 1,049 512.25 0.82 - - - 0.00 - - - - 1.06 1.50 1,859 512.75 1.06 - - - 0.00 - - - - 1.25 2.00 2,751 513.25 1.25 - -- - 0.00 - - - -_ 1.42 2.50 3,683 513.75 1.42 - - - 0.00 - - - - 1.57 3.00 4,615 514.25 1.57 - - - 0.00 - - - - 1.70 3.50 5,507 514.75 1.70 - - - 0.00 - -- - - 1.83 4.00 6,316 515.25 1.83 _ - 0.00 _ _ _ Y 1.95 4.50 6,982 515.75 1.95 - 0.00 2 5.00 7,365 516.25 2.06 - - - 0.00 - - - - 2.17 5.50 7,500 516.75 2.17 - -- - 0.00 - - - - 1 0 U 0 L Hyd. No. 7 - Reservoir - 5 Yr - Qp = 2.02 cfs - Outflow from Basin C 8 6 CJ 4 2 0 .4 19.1 21.8 24.5 27 1 0.0 2.7 5.5 8.2 10.9 13.6 6 •3 Time (hrs) / Hyd. 1 / Hyd. 7 �i Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 8 Outflow from Ba; Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation 1 L fl t ,in E = Reservoir = 5 yrs = 3 = 515.12 ft Peak discharge = 0.85 cfs Time interval = 15 min Reservoir name = Detention Pond - Max. Storage = 3,565 cuft Storage Indication method used. Outflow hydrograph volume = 21,231 cult Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hm) cfs ft cis cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.25 0.13 510.98 0.01 0.01 0.50 0.13 511.19 0.06 - - -- -- - - - -- - - - -- ____ ____ 0.06 0.75 0.13 511.25 0.14 --- -- - -- - - -- - -- - - - -- - - - -- - - -- ----- 0.14 1.00 0.13 511.24 0.13 -- - - -- - - -- - - - -- --- -- -- ____ ____ 0.13 1.25 0.13 511.24 0.13 - - -- ----- - - -- ----- --- -- - -- -- ----- 0.13 1.50 0.13 511.24 0.13 0.13 1.75 0.13 511.24 0.13 --- -- - - -- -- ----- ----- - - -- ----- ----- 0.13 2.00 0.13 511.24 0.13 -- --- -- --- - - -- ----- ----- ----- - -- 0.13 2.25 0.13 511.24 0.13 - - -- - - - -- - - - -- - - -- - - -- - - -- - - -- ----- 0.13 2.50 0.14 511.24 0.14 - -- - - - -- - - - -- -- - -- --- -- - -- ----- 0.14 2.75 0.14 511.25 0.14 ____ ____ _____ _____ ____ __� �_ �_ 0.14 3.00 0.14 511.25 0.14 - --- -- - -- - - - -- ---- ___ ____ ___ _� 0.14 3.25 0.14 511.25 0.14 -- -_ _____ _____ _Y_ ____ ____ ____ _._ 0.14 3.50 0.14 511.25 0.14 - - - -- ----- - - - -- --- -- ____ ____ ____ _____ 0.14 3.75 0.14 511.25 0.14 --- w__ ____ ___ ___ ____ ___ ___ 0.14 4.00 0.14 511.25 0.14 ____ ____ ____ ___ ____ ____ ___ ____ 0.14 4.25 0.14 511.25 0.14 _ -_ 0.14 4.50 0.15 511.25 0.15 - -_ _____ �_ �__ ____ _� _____ 0.15 4.75 0.15 511.26 0.15 - - - -- - - - -- - -- - - - -- - -- - - -- 0.15 5.00 0.15 511.26 0.15 - - - -- - - - -- - -- - - -- ----- - - -- --- -- ----- 0.15 5.25 0.15 511.26 0.15 --- -- -- ----- - - - -- - ---- - -- -_- 0.15 5.50 0.15 511.26 0.15 -__ _____ �__ ___ ____ _____ _____ __� 0.15 5.75 0.15 511.26 0.15 - -- ____ ____ ____ ____ �__ _____ �__ 0.15 6.00 0.16 511.26 0.15 -- - ---- - - -- ___ __� ____ -__ ___ 0.15 6.25 0.16 511.27 0.16 ----- - - - -- - - -- ---_ ____ ____ _____ _____ 0.16 6.50 0.16 511.27 0.16 - - -- _____ ___ _____ ____ ___ ___ _____ 0.16 6.75 0.16 511.27 0.16 - -__ 0.16 7.00 0.16 511.27 0.16 -___ ___ _____ _____ ____ _____ _____ -- 0.16 7.25 0.17 511.27 0.16 - - - -- - -- - - - -- - - -- - - -- - -- -- - -- 0.16 7.50 0.17 511.28 0.17 -- ---- - - --- ----- ---- ----_ ----- - -- 0.17 7.75 0.17 511.28 0.17 - -- - - -- - - -- - - -- - -- -- - -- --- -- ----- 0.17 8.00 0.17 511.28 0.17 - - -- - - - -- - - -- - -- ---- - --- --- 0.17 8.25 0.17 511.28 0.17 ----- - - - -- --- -- - - -- - - - -- ---- - -- 0.17 8.50 0.18 511.28 0.17 0.17 8.75 0.18 511.29 0.18 ----- - - - -- - - -- - -- -- ----- ----- ---- 0.18 9.00 0.18 511.29 0.18 - --- - - - -- ---- - -- -- ---- - 0.18 9.25 0.18 511.29 0.18 - ----- -- - -- --- ---- ---- ----- ----- 0.18 9.50 0.19 511.30 0.18 ----- - -- -_-- - - - -- - -- 0.18 Continues on next page... L Lj Outflow from Basin E Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hm) cfs ft cfs cis cis cis cis cfs cfs cfs cis cis 9.75 0.19 511.30 0.19 0.19 10.00 0.19 511.30 0.19 -___ ___ ____ _- _ -_ ____ _____ _____ 0.19 10.25 0.20 511.31 0.19 ----- - --- -- - --- _____ ____ ___ ___ 0.19 10.50 0.20 511.31 0.20 - - - -- ____ _____ ___ _ -_ ____ ___ 0.20 10.75 0.21 511.32 0.20 ----- - -- - ----- - - - -- - -- - -- ----- 0.20 11.00 0.21 511.33 0.21 ---- -__ _____ _- ____ ____ __- ____ 0.21 11.25 0.22 511.33 0.21 - - - -- -- - -- --- -- - -- - - - -- - - - -- - -- - - - -- 0.21 11.50 0.22 511.34 0.22 - - -- - -- - - - -- - -_ - -- - - - -- - -- - 0.22 11.75 0.23 511.35 0.22 - - -- - - -- --- -- ----- --- -- - -- - - -- - - -- 0.22 12.00 0.23 511.35 0.23 -__ ____ _____ _____ _ -_ _____ ____ ____ 0.23 12.25 0.23 511.36 0.23 - -- - - - -- - --- - - --- - - - -- --- -- - - -- ---- 0.23 12.50 12.75 0.24 0.25 511.36 511.37 0.23 - - - -- - - -- - - - -- - - --- 0.24 --- -- - - -- - - - -- - ---- ___ _____ ___ ____ 0.23 - - -- - - -- - -- ----- 0.24 13.00 0.26 511.39 0.25 -- ____ _____ -_ ___ ___ _____ -_ 0.25 13.25 0.27 511.40 0.26 ----- -- - -- - - - -- - - - -- - - -- - - -- - - - -- - - -- 0.26 13.50 0.28 511.42 0.26 - -- - -- - - - -- - - - -- - - -- - - -- -- - 0.26 13.75 0.29 511.44 0.27 - -- - - - - -- ---- - -_ ---- -- ---- 0.27 14.00 0.31 511.47 0.28 ----- ---_ ____ -__ _ -_ ___ _____ _____ 0.28 14.25 0.33 511.51 0.29 - --- -- -- -- --- ____ ____ ____ __- 0.29 14.50 0.35 511.56 0.31 - --- ____ ___ _____ _____ ____ ----- ___ 0.31 14.75 0.38 511.62 0.33 - - - -- --- -- - - -- -- - - -- - - - -- - - -- ----- 0.33 15.00 0.43 511.70 0.35 - -- - -_ _____ -_ ___ -__ ____ _____ 0.35 15.25 0.47 511.82 0.38 - - -- - - - -- - - -- - - -- -- -_ ----- - - -- - - -- 0.38 15.50 0.44 511.89 0.39 - ---- - -_ ___ _ -_ ____ -___ ___ ___ 0.39 15.75 0.56 511.99 0.42 - - -- - - -- - - - -- - -- - - -- ----- 0.42 16.00 1.07 512.37 0.49 - - - -- ___ ____ ____ ____ ____ _____ _____ 0.49 es lad 16.25 3.45 << 513.90 0.71 - - -- ----_ _____ ____ ____ -_ -__ _____ 0.71 16.50 0.47 515.12 << 0.85 - -__ ___ _ - _____ _____ -__ ___ _____ 0.85 << 16.75 0.39 514.66 0.80 - - - -- -- ----- -- - - -- ___ ____ ____ 0.80 17.00 0.33 514.24 0.75 - - -- ---- -__ _____ ___ ____ _____ _- 0.75 17.25 0.29 513.84 0.71 - - - -- -- - - -- - -- - - - -- - - -- -- ----- 0.71 17.50 0.26 513.47 0.66 - - - -- - -_ _____ ____ ____ ____ ____ -_ 0.66 17.75 0.25 513.13 0.61 - - --- --- _____ ___ ___ -_ ____ _____ 0.61 18.00 0.23 512.81 0.56 - - - -- - - -- - - - -- - - -- - - -- - -- - - -- -- 0.56 18.25 0.23 512.52 0.52 - - - -- - -- - - -- -- - - - -- - - -- - - -- - 0.52 18.50 0.22 512.26 0.47 -- - - - -- -- --- -_ - -- -- --- 0.47 18.75 19.00 0.21 0.20 512.02 511.81 0.42 - 0.37 --- ----- ---- 0.42 0.37 19.25 0.19 511.62 - 0.33 - - -- -_ _ -- 0.33 19.50 0.19 511.47 0.28 - - - -- ____ ____ ____ ____ ___ _____ 0 19.75 0.18 511.37 0.24 -___ -_- - 0.24 20.00 0.17 511.30 _____ _-� �_ 0.19 ---- 0.19 20.25 0.17 511.28 0.17 - - -- -- - -- --- - ---- --- -- - -- ----- 0.17 20.50 0.16 511.27 0.17 - ---- -- ____ ___ ____ _ -_ _____ -_ 0.17 20.75 0.16 511.27 0.16 0.16 21.00 0.16 511.27 0.16 �_ - 0.16 21.25 0.15 511.26 0.16 ----- --- -- ----- ---- ----- ----- ---- ----- 0.16 21.50 0.15 511.26 0.15 - - - -- ----- - - -- - -- ----- 0.15 21.75 0.15 511.26 0.15 -- - - --- ____ ____ ____ _____ _____ _____ 0.15 22.00 0.15 511.26 0.15 -- - - - -- - - - -- - - - -- -- -- ---- ----- 0.15 22.25 0.14 511.25 0.15 - - --- -__ ___ ____ _ -_ ____ -_ _____ 0.15 Continues on next page... Lj 1 I I 1 I I 0- P u u L Outflow from Basin E Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.50 0.14 511.25 0.14 - - - -- 0.14 22.75 0.14 511.25 0.14 - - - -- 0.14 23.00 0.14 511.25 0.14 - - - -- 0.14 23.25 0.13 511.24 0.13 - - - -- ----- -- - - - -- - - - -- - - -- ----- ----- 0.13 23.50 0.13 511.24 0.13 - - -- -- -- - - - -- ----- - -- -- - 0.13 23.75 0.13 511.24 0.13 - - - -- - -- - - - -- - -- - -- - - - -- -- -- 0.13 24.00 0.13 511.24 0.13 - - - -- - - - -- - - - -- - - -- - - -- - - -_ - -- ---- 0.13 24.25 0.00 511.18 0.05 0.06 24.50 0.00 511.09 0.02 --- -- - - - -- - - - -- - - - -- - - - -- - - -- - - -- - - -- 0.02 24.75 0.00 511.05 0.02 ----- - - - -- - - - -- - - - -- - -- - - -- - - -- ----- 0.02 25.00 0.00 511.02 0.01 - - - -- - -- - -- -- ----- ----- - - -- ----- 0.01 25.25 0.00 510.99 0.01 - - - -- 0.01 25.50 0.00 510.97 0.01 - - - -- - - - -- ----- - - - -- - - -- - -- ----- 0.01 ... End 1 1 E 6 f E E E L E i 1 1 1 i 1 1 1 Reservoir Report Page 1 Reservoir No. 3 - Detention Pond - E Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known values Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult) 0.00 510.85 00 0 0 0.50 511.35 00 204 204 1.00 511.85 00 356 560 1.50 512.35 00 432 992 2.00 512.85 00 475 1,467 2.50 513.35 00 497 1,964 3.00 513.85 00 497 2,461 3.50 514.35 00 476 2,937 4.00 514.85 00 432 3,369 4.50 515.35 00 356 3,725 5.00 515.85 00 205 3,930 Culvert / Orifice Structures Stage Storage Weir Structures Civ A It tuft ft [A] [B] [C] [D] 0.00 [A] [B] [C] [D] Rise in = 4.0 0.0 0.0 0.0 Crest Len ft = 20.00 0.00 0.00 0.00 Span in = 4.0 0.0 0.0 0.0 Crest El. ft = 516.12 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. ft = 510.85 0.00 0.00 0.00 Weir Type = Rect - - - Length ft = 1.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 0.25 0.00 0.00 0.00 N -Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multistage = n/a No No No Exfiltration Rate = 0.00 in /hr /sqft Tailwater Elev. = 0.00 ft Stage / Storage / Discharge Table Stage Storage Elevation Civ A It tuft ft cfs 0.00 0 510.85 0.00 0.50 204 511.35 0.23 1.00 560 511.85 0.38 1.50 992 512.35 0.49 2.00 1,467 512.85 0.57 2.50 1,964 513.35 0.64 3.00 2,461 513.85 0.71 3.50 2,937 514.35 0.77 4.00 3,369 514.85 0.82 4.50 3,725 515.35 0.87 5.00 3,930 515.85 0.92 Note: All outflows have been analyzed under inlet and outlet control. Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Total cfs cfs cfs cfs cfs cfs cfs cfs cfs - - - 0.00 - - - -- - 0.00 - - -- - 0.00 -- - - - 0.23 - - - 0.00 - - - - 0.38 - - - 0.00 - - - - 0.49 - - -- - 0.00 - - - - 0.57 - - -_ 0.00 - - - - 0.64 -- - - 0.00 - - - - 0.71 - - - 0.00 - - - - 0.77 - - - 0.00 - - -- - 0.82 -- - - 0.00 - - - - 0.87 - - - 0.00 - - - - 0.92 1 Hyd. No. 8 - Reservoir - 5 Yr - Qp = 0.85 cfs - Outflow from Basin E 4 3 Cl 2 0.0 2.7 5.3 8.0 10.6 13.3 15.9 18.6 .5 Time (hrs) / Hyd. 3 / Hyd. 8 1 0 21.2 23.8 26 F1 C N d 0 i L u u Fj ij G' Hydrograph Report Pagel Storage Indication method used. Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Time Inflow Outflow from Basin F Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hm) Hydrograph type = Reservoir Peak discharge = 1.06 cfs Storm frequency = 5 yrs Time interval = 15 min Inflow hyd. No. = 4 Reservoir name = test Max. Elevation = 512.70 ft Max. Storage = 2,551 cuft Storage Indication method used. Outflow hydrograph volume = 19,675 cult Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.25 0.12 510.04 0.01 - ---- - - - -- ____ ___ _- ____ _____ _____ 0.01 0.50 0.12 510.21 0.04 -- -_ _____ ____ ____ ___ ____ _____ _____ 0.04 0.75 0.12 510.31 0.07 - - -- - - - -- -- -- ----- - - -- - - -- - - -- 0.07 1.00 0.12 510.33 0.14 - - -- - - -- ----- --- -- - -- - - - -- - - -- - -- 0.14 1.25 0.12 510.32 0.11 - ---- - - - -- - - - -- --- --- - ---- -- -- 0.11 1.50 0.12 510.33 0.12 - - -- --- -- ___ -__ _____ _- __- __- 0.12 1.75 0.12 510.32 0.12 0.12 2.00 0.12 510.32 0.12 -- - -__ ____ _____ ____ ----- ____ -_ 0.12 2.25 0.13 510.33 0.13 ---- - - - -- - -- ----- ----- - - - -- - -_ _ -_ 0.13 2.50 0.13 510.33 0.13 -- - - - -- ---- ----- --- -- - -- -- 0.13 2.75 0.13 510.33 0.13 ----- - - - -- - - - -- -- -- --- -- -- ----- 0.13 3.00 0.13 510.33 0.13 ---- - -- ----- -- - - -- -- ____ _____ 0.13 3.25 0.13 510.33 0.13 -- -- - ____ _____ ____ __- -_ -_ 0.13 3.50 0.13 510.33 0.13 0.13 3.75 0.13 510.33 0.13 - - -_ ____ _____ ____ __- _ -_ -_ -__ 0.13 4.00 0.13 510.33 0.13 0.13 4.25 0.13 510.33 0.13 -- --___ _____ _____ _- _____ -__ _____ 0.13 4.50 0.14 510.33 0.14 - -_ -- -_ -_ _____ ____- ____- _ -- 0.14 4.75 0.14 510.33 0.14 - - - -- - - - -- - -- -- -- - - -- - -- 0.14 5.00 0.14 510.33 0.14 - -- - - -- --- ___ ___ _____ _____ -_- 0.14 5.25 0.14 510.33 0.14 - ---- - - -- - - - -- ---- - - -- ___ ___ __- 0.14 5.50 0.14 510.33 0.14 - - -- - - - -- - - - -- - - -- - - -- - - -- - - - -- ----- 0.14 5.75 0.14 510.33 0.14 - -- -- - -- - ---- --- -- - - - -- ____ w__ _____ 0.14 6.00 0.14 510.33 0.14 - - -- - - - -- - - - -- - -- ____ ____ __- _____ 0.14 6.25 0.15 510.33 0.15 - -- - - -- - - - -- - - - -- - - -- - --- - - - -- - - -- 0.15 6.50 0.15 510.34 0.15 - ---- -___ _____ _____ __- ___ _____ ____- 0.15 6.75 0.15 510.33 0.15 - - - -- - - - -- - - -- ---- ----- --- -- - -- - ---- 0.15 7.00 0.15 510.33 0.15 -- -- ----- - -- ---- ----- ----- ----- - 0.15 7.25 0.15 510.33 0.15 - -- - - - -- ____ _� ___ ___ __- _ -_ 0.15 7.50 0.16 510.34 0.16 - -- - -- - - -- ---- -- - - -- -- -- 0.16 7.75 0.16 510.34 0.16 - -- - - - -- - - -- - ---- ----- - - -- --- -- 0.16 8.00 0.16 510.34 0.16 -- - -__ _____ ____ __- _ -_ ____- _____ 0.16 8.25 0.16 510.34 0.16 -- - ---- -- ----- ---- - -- ---- ----- 0.16 8.50 0.16 510.34 0.16 - -- ---- - - -- - -_ ----- _ -_ _____ _- 0.16 8.75 0.17 510.34 0.17 - - - -- - - - -- - - -- - -_ _--- ----- -_ 0.17 9.00 0.17 510.34 0.17 -- - ---- - ----- ----- ----- - -- -- 0.17 9.25 0.17 510.34 0.17 - -- - -- -- -- ----- ---- - -- ----- -- 0.17 9.50 0.17 510.34 0.17 -- - -- - - - -- ----- - -- ----- ---- ---- 0.17 Continues on next page... Outflow from Basin F Page 2 Hydrograph Discharge Table Time Inflow Elevation (hrs) cfs ft F1 D r P J Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ELI Outflow cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 9.75 0.18 510.35 0.18 10.00 0.18 510.35 0.18 10.25 0.19 510.35 0.19 10.50 0.19 510.35 0.19 10.75 0.19 510.35 0.19 11.00 0.20 510.36 0.20 11.25 0.20 510.36 0.20 11.50 0.20 510.36 0.20 11.75 0.21 510.36 0.21 12.00 0.22 510.37 0.22 12.25 0.21 510.37 0.21 12.50 0.22 510.37 0.22 12.75 0.23 510.37 0.23 13.00 0.23 510.38 0.23 13.25 0.24 510.38 0.24 13.50 0.26 510.39 0.25 13.75 0.27 510.40 0.26 14.00 0.29 510.41 0.28 14.25 0.31 510.42 0.30 14.50 0.33 510.44 0.32 14.75 0.35 510.46 0.34 15.00 0.40 510.48 0.37 15.25 0.44 510.52 0.40 15.50 0.42 510.54 0.42 15.75 0.52 510.58 0.45 16.00 0.99 510.83 0.56 16.25 3.16 << 512.00 0.91 16.50 0.43 512.70 << 1.06 16.75 0.36 512.18 0.95 17.00 0.31 511.71 0.83 17.25 0.27 511.30 0.72 17.50 0.25 510.94 0.60 17.75 0.23 510.63 0.48 18.00 0.22 510.44 0.32 18.25 0.21 510.37 0.22 18.50 0.20 510.36 0.20 18.75 0.19 510.36 0.19 19.00 0.18 510.35 0.18 19.25 0.18 510.35 0.18 19.50 0.17 510.35 0.17 19.75 0.17 510.34 0.17 20.00 0.16 510.34 0.16 20.25 0.16 510.34 0.16 20.50 0.15 510.34 0.15 20.75 0.15 510.33 0.15 21.00 0.15 510.33 0.15 21.25 0.14 510.33 0.14 21.50 0.14 510.33 0.14 21.75 0.14 510.33 0.14 22.00 0.14 510.33 0.14 22.25 0.13 510.33 0.13 - - - -- - -� -� -�_ 0.18 - - - -- - - - -- w -- - - - --- _--- _- - 0.18 ----- - - - -- - - -- ----- - - -_ ---- 0.19 - - --- - - -- - - -- - - - -- - -- ----- ----- ----- 0.19 0.19 -- - -- - - -- - - - -- - - -- - -- -_ --- 0.20 ----- - - - -- - - - -- - - -- - --- -- -- ----- 0.20 - - - -- - - -- ---- - - - -- - - -- - -- -__ - - -- 0.20 - - - -- - - -- - -- --- -- -- - - -- ----- -- 0.21 ___ -- - - -- - - -- 0.22 - - -- ----- 0.21 - - - -- - -- - - --- _- -_ - -- - - -_ -_ 0.22 - - -- ----- - -- - -- - - - -- - - -- ----- ----- 0.23 ----- - - - -- w -- - - -- ----- ___ ---_ ---- 0.23 -_- - - -- - - -_ ___ - -- - - - -- - - -- ----- 0.23 - - -- - - - -- - - -- - - -- - - -- - - -- - -- -- 0.25 0.26 0.28 - -- ----- 0.30 0.32 0.34 - - - -- - - - -- - - -_ --__ - --__ - ----- 0.37 - - - -- --- -- - - -- -- -- - - - -- - - 0.40 ----- __ -- -- --- -- --- ___ ____ _� 0.42 0.45 - -- - ---- - - - -- - - - - -- - - -- -_ 0.56 - - - -- ----- 0.91 - - -- - - -- ----- - - --- - - ---- -- - 1.06 << -- - - - -- - - - -- -- - -- - - - -- ---- ----- 0.95 - - -- --- -- - - -- - - -- - - - - -- - ---- - 0.83 0.72 - -- - - - -- - - - -- - - - -- -- - - -- - ---- ----- 0.60 0.48 - - -- - - -- - - - -- - - -- -- _--- ____ ---_ 0.32 -- - - -- - -- - -- - - - -- - - -- - -- -- 0.22 0.20 0.19 - ---- - - -- ----- -- - - -_ ___ -_ - -- 0.18 --- - - -- - -- - - - -- -- - - -- - -- -- 0.18 0.17 - - - -- - - - -- ----- ___ ----_ ----- ----- -- 0.17 - - -- - - -- - - -- - -- - - -- -_- - - -_ -- 0.16 0.16 - - - -- - - - -- - -- ___ _- - - -- ---- ---- 0.15 0.15 0.14 0.14 - - - -- - -- _- _____ - - -- -- - -- ----- 0.14 0.14 - - -- ----- - - -- - -- --- -- ----- - - 0.13 Continues on next page... G i� �i M L G H- H ri h l Outflow from Basin F Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D ELI Outflow (hra) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.50 0.13 510.33 0.13 0.13 22.75 0.13 510.33 0.13 - -- - - - -- - - -- ----- ----- - ---- ---- ----- 0.13 23.00 0.13 510.33 0.13 0.13 23.25 0.12 510.33 0.12 - - - -- ----- - - - -- ----- --- -- -- - -- - 0.12 23.50 0.12 510.32 0.12 0.12 23.75 0.12 510.32 0.12 - - -- - - -- - - - -- - -- --- -- - - - -- ----- - -- 0.12 24.00 0.12 510.32 0.12 - - - -- - - - -- - - -- - - -- - - -- - --- - ----- 0.12 24.25 0.00 510.29 0.05 --- -- - - - -- 0.05 24.50 0.00 510.23 0.04 - - -- - - - -- - - - -- - - -- - - - -- - - -- ----- ----- 0.04 24.75 0.00 510.17 0.03 - - -- - - - -- ----- - - --- - - -- - - -- --- -- ----- 0.03 25.00 0.00 510.13 0.03 --- -- - - - -- - - - -- ----- - - - -- ___ __w _____ 0.03 25.25 0.00 510.09 0.02 0.02 25.50 0.00 510.04 0.01 - - -- --- -- - - -- - - - -- - - - -- ----- - - -- ----- 0.01 ...End C r� Reservoir Report p , Pa Hydraflow Hydrographs by Intelisolve Reservoir No. 4 - Detention Pond - F Pond Data Pond storage is based on known values Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult) 0.00 509.89 00 0 0 0.40 510.29 00 190 190 0.80 510.69 00 329 519 IR 1.20 511.09 00 401 920 'I 1.60 511.49 00 442 1,362 2.00 511.89 00 461 1,823 2.40 512.29 00 461 2,284 2.80 512.69 00 442 2,726 3.20 513.09 00 400 3,126 3.60 513.49 00 330 3,456 4.00 513.89 00 189 3,645 Culvert / Orifice Structures Weir Structures [A] [B] [C] ID] [A] IB] [C] ID] go ,,$ Rise in = 5.0 0.0 0.0 0.0 Crest Len ft = 20.00 0.00 0.00 0.00 L Span in = 5.0 0.0 0.0 0.0 Crest El. ft = 514.25 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El, ft = 509.89 0.00 0.00 0.00 Weir Type = Rect - - - Length ft = 1.0 0.0 0.0 0.0 Multistage = No No No No Slope % = 0.25 0.00 0.00 0.00 N -Value = .013 .000 .000 .000 IF Orif. Coeff. = 0.60 0.00 0.00 0.00 Multistage = n/a No No No EAItration Rate = 0.00 in/hr /sgtt Tailwater Elev. = 0.00 ft Note: AM outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D ELI Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 509.89 0.00 - -- - 0.00 - - - - 0.00 0.40 190 510.29 0.04 0.00 - - 0.04 0.80 519 510.69 0.50 - - - 0.00 - - 0.50 1.20 920 511.09 0.65 - - - 0.00 - - - - 0.65 1.60 1,362 511.49 0.77 - - - 0.00 - - - - 0.77 2.00 1,823 511.89 0.88 - - - 0.00 - - - - 0.88 2.40 2,284 512.29 0.97 - - - 0.00 - - - - 0.97 2.80 2,726 512.69 1.06 - - - 0.00 - - - - 1.06 3.20 3,126 513.09 1.14 - - - 0.00 - - - - 1.14 3.60 3,456 513.49 1.21 - - - 0.00 - - - - 1.21 4.00 3,645 513.89 1.28 - - - 0.00 -- - - - 1.28 C r� Hyd. No. 9 - Reservoir - 5 Yr - Qp =1.06 cfs - Outflow from Basin F 4 3 Cy 2 1 0.0 2.6 5.3 7.9 10.5 13.1 15.8 .3 Time (hrs) / Hyd. 4 / Hyd. 9 0 1 18.4 21.0 23.6 26 ' Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Total Offsite Hydrograph type Storm frequency Inflow hyds. = Combine Peak discharge = 4.26 cfs = 5 yrs Time interval = 15 min = 2, 5, 6, 7, 8, 9 Hydrograph Volume = 101,642 cult Hydrograph Discharge Table jj Time Hyd. 2 + Hyd. 5 + Hyd. 6 + Hyd. 7 + Hyd. 8 + Hyd. 9 = outflow (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) IM 0.25 0.06 0.01 0.01 0.02 0.01 0.01 0.12 L 0.50 0.06 0.01 0.01 0.06 0.06 0.04 0.24 0.75 0.06 0.01 0.01 0.27 0.14 0.07 0.57 1.00 0.06 0.01 0.01 0.29 0.13 0.14 0.64 1.25 0.06 0.01 0.01 0.29 0.13 0.11 0.61 1.50 0.06 0.01 0.01 0.29 0.13 0.12 0.62 1.75 0.06 0.01 0.01 0.29 0.13 0.12 0.62 2.00 0.07 0.01 0.01 0.30 0.13 0.12 0.64 2.25 0.07 0.01 0.01 0.30 0.13 0.13 0.65 2.50 0.07 0.01 0.01 0.30 0.14 0.13 0.66 2.75 3.00 0.07 0.07 0.01 0.01 0.01 0.01 0.30 0.31 0.14 0.14 0.13 0.13 0.66 0.67 3.25 0.07 0.01 0.01 0.31 0.14 0.13 0.67 3.50 0.07 0.01 0.01 0.31 0.14 0.13 0.67 3.75 0.07 0.01 0.01 0.31 0.14 0.13 0.67 4.00 0.07 0.01 0.01 0.32 0.14 0.13 0.68 4.25 0.07 0.01 0.01 0.32 0.14 0.13 0.68 4.50 0.07 0.01 0.01 0.32 0.15 0.14 0.69 4.75 0.07 0.01 0.01 0.32 0.15 0.14 0.71 5.00 0.07 0.01 0.01 0.33 0.15 0.14 0.71 5.25 0.07 0.01 0.01 0.33 0.15 0.14 0.71 5.50 0.07 0.01 0.01 0.34 0.15 0.14 0.72 5.75 0.08 0.01 0.01 0.34 0.15 0.14 0.73 6.00 0.08 0.01 0.01 0.34 0.15 0.14 0.74 6.25 0.08 0.01 0.01 0.35 0.16 0.15 0.76 6.50 0.08 0.01 0.01 0.35 0.16 0.15 0.76 6.75 0.08 0.01 0.01 0.35 0.16 0.15 0.76 7.00 0.08 0.01 0.01 0.36 0.16 0.15 0.77 7.25 7.50 0.08 0.08 0.01 0.01 0.01 0.01 0.36 0.37 0.16 0.17 0.15 0.16 0.78 0.80 7.75 0.08 0.01 0.01 0.37 0.17 0.16 0.81 8.00 0.08 0.01 0.02 0.38 0.17 0.16 0.82 8.25 0.09 0.01 0.02 0.38 0.17 0.16 0.83 8.50 0.09 0.01 0.02 0.39 0.17 0.16 0.84 8.75 0.09 0.01 0.02 0.39 0.18 0.17 0.86 9.00 0.09 0.01 0.02 0.40 0.18 0.17 0.87 9.25 0.09 0.01 0.02 0.41 0.18 0.17 0.88 9.50 0.09 0.01 0.02 0.41 0.18 0.17 0.89 Continues on next page... 0 Total Offske Page 2 Hydrograph Discharge Table Time Hyd. 2 + Hyd. 5 + Hyd. 6 + Hyd. 7 + Hyd. 8 + Hyd. 9 = Outflow (his) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.75 0.09 0.01 0.02 0.42 0.19 0.18 0.90 10.00 0.10 0.01 0.02 0.42 0.19 0.18 0.92 10.25 0.10 0.01 0.02 0.43 0.19 0.19 0.94 10.50 0.10 0.01 0.02 0.44 0.20 0.19 0.96 10.75 0.10 0.01 0.02 0.45 0.20 0.19 0.98 11.00 0.10 0.02 0.02 0.46 0.21 0.20 1.01 11.25 0.11 0.02 0.02 0.47 0.21 0.20 1.04 11.50 0.11 0.02 0.02 0.48 0.22 0.20 1.05 11.75 0.11 0.02 0.02 0.49 0.22 0.21 1.07 12.00 0.11 0.02 0.02 0.50 0.23 0.22 1.10 12.25 0.11 0.02 0.02 0.51 0.23 0.21 1.10 12.50 0.12 0.02 0.02 0.51 0.23 0.22 1.12 12.75 0.12 0.02 0.02 0.52 0.24 0.23 1.15 13.00 0.13 0.02 0.02 0.54 0.25 0.23 1.19 13.25 0.13 0.02 0.02 0.57 0.26 0.23 1.23 13.50 0.14 0.02 0.03 0.58 0.26 0.25 1.29 13.75 0.15 0.02 0.03 0.61 0.27 0.26 1.35 14.00 0.16 0.02 0.03 0.64 0.28 0.28 1.41 14.25 0.17 0.03 0.03 0.67 0.29 0.30 1.50 14.50 0.18 0.03 0.03 0.72 0.31 0.32 1.58 14.75 0.20 0.03 0.04 0.75 0.33 0.34 1.69 15.00 0.23 0.03 0.04 0.80 0.35 0.37 1.82 15.25 0.20 0.03 0.04 0.85 0.38 0.40 1.90 15.50 0.27 0.04 0.05 0.90 0.39 0.42 2.08 15.75 1.72 << 0.32 << 0.39 << 0.97 0.42 0.45 4.26 << 16.00 0.32 0.04 0.05 1.51 0.49 0.56 2.97 16.25 0.24 0.03 0.04 2.02 << 0.71 0.91 3.95 16.50 0.19 0.03 0.03 2.00 0.85 << 1.06 << 4.16 16.75 0.16 0.02 0.03 1.82 0.80 0.95 3.78 17.00 0.14 0.02 0.02 1.69 0.75 0.83 3.46 17.25 0.13 0.02 0.02 1.57 0.71 0.72 3.16 17.50 0.12 0.02 0.02 1.44 0.66 0.60 2.86 17.75 0.11 0.02 0.02 1.32 0.61 0.48 2.56 18.00 0.11 0.02 0.02 1.19 0.56 0.32 2.22 18.25 0.11 0.02 0.02 1.07 0.52 0.22 1.95 18.50 0.10 0.01 0.02 0.94 0.47 0.20 1.74 18.75 0.10 0.01 0.02 0.83 0.42 0.19 1.57 19.00 0.09 0.01 0.02 0.70 0.37 0.18 1.38 19.25 0.09 0.01 0.02 0.55 0.33 0.18 1.17 19.50 0.09 0.01 0.02 0.46 0.28 0.17 1.04 19.75 0.08 0.01 0.01 0.42 0.24 0.17 0.93 20.00 0.08 0.01 0.01 0.40 0.19 0.16 0.86 20.25 0.08 0.01 0.01 0.39 0.17 0.16 0.82 20.50 0.08 0.01 0.01 0.38 0.17 0.15 0.80 20.75 0.08 0.01 0.01 0.37 0.16 0.15 0.78 21.00 0.08 0.01 0.01 0.36 0.16 0.15 0.77 21.25 0.07 0.01 0.01 0.35 0.16 0.14 0.74 21.50 0.07 0.01 0.01 0.34 0.15 0.14 0.72 21.75 0.07 0.01 0.01 0.33 0.15 0.14 0.71 22.00 0.07 0.01 0.01 0.33 0.15 0.14 0.71 22.25 0.07 0.01 0.01 0.32 0.15 0.13 0.69 Continues on next page... e E G G E 1 1 1 1 1 u TotalOffsite Page 3 Discharge Table Hydrograph Time Hyd. 2 + Hyd. 5 + Hyd. 6 + Hyd. 7 + Hyd. 8 + Hyd. 9 = Outflow (hm) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 22.50 0.07 0.01 0.01 0.32 0.14 0.13 0.67 22.75 0.07 0.01 0.01 0.31 0.14 0.13 0.67 23.00 0.06 0.01 0.01 0.31 0.14 0.13 0.66 23.25 0.06 0.01 0.01 0.30 0.13 0.12 0.64 23.50 0.06 0.01 0.01 0.30 0.13 0.12 0.62 23.75 0.06 0.01 0.01 0.29 0.13 0.12 0.62 24.00 0.00 0.00 0.00 0.29 0.13 0.12 0.53 24.25 0.00 0.00 0.00 0.13 0.06 0.05 0.24 24.50 0.00 0.00 0.00 0.06 0.02 0.04 0.12 24.75 0.00 0.00 0.00 0.05 0.02 0.03 0.10 25.00 0.00 0.00 0.00 0.04 0.01 0.03 0.08 25.25 0.00 0.00 0.00 0.04 0.01 0.02 0.07 25.50 0.00 0.00 0.00 0.03 0.01 0.01 0.05 ... End MW e E G G E 1 1 1 1 1 u c C G E D 6 1 i 1 I 1 I 1 Hyd. No. 10 - Combine - 5 Yr - Op = 4.26 cfs - Total Offsite 0 a MEMEMEMEME MEMEME r�mww -.40 I now Time (hrs) / Hyd. 2 / Hyd. 5 / Hyd. 6 / Hyd. 7 Hyd. 8 / Hyd. 9 / Hyd. 10 R HYDROLOGY STUDY FONTANA NISSAN - FONTANA, CALIFORNIA SECTION 7.0 CATCH BASIN & GUTTER SIZING CALCULAT IONS 3637 Hydrology repmt.doc Catch Basin Capacity Calculation Grated Inlet (Weir Condition) at Sump Catch Basin Number Catch Basin Size Perimeter (Feet) Allowed Depth (Inches) % Opening of Grate Full Capacity (cfs) 75 %- Clogged Capacity (cfs) Design Q (cfs) -100 year Safety Factor C 36" x 36" 12 8.8 0.75 16.96 12.72 12.59 1.01 E 36" x 36" 12 6 0.75 9.55 7.16 5.98 1.20 F 36" x 36" 12 6 0.75 9.55 7.16 5.49 1.30 W.S. Elevation in Area C - 100 -YR Worksheet for Irregular Channel F 0 u Roughness 0.013 0.015 03/08/04 FlowMaster v5.15 11:23:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Project Description Project File m:\2003 \03 -637 fontana nissan\hydrology \3637gutt.fm2 Worksheet Gutter - Area C (100 Year) Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ftt t Elevation range: 516.03 ft to 517.00 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 516.53 0.00 18.57 0.00 516.03 18.57 69.90 18.57 516.24 69.90 517.00 Discharge 12.59 cfs Results Wtd. Mannings Coefficient 0.014 4 Water Surface Elevation 516.38 Flow Area 5.11 ft ftz Wetted Perimeter 28.12 ft Top Width Height 27.77 0.35 ft ft Critical Depth 516.38 ft Critical Slope 0.004865 ft/ft Velocity 2.46 ft/s Velocity Head 0.09 ft Specific Energy 516.47 ft Froude Number 1.01 Flow is supercritical. F 0 u Roughness 0.013 0.015 03/08/04 FlowMaster v5.15 11:23:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Project Description Project File m:\2003 \03 -637 fontana nissan\hydrology \3637gutt.fm2 Worksheet Gutter - Area C (100 Year) Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation 51 51 51 51 c 051 to N LU 51 W.S. Elevation in Area C - 100 -YR . Cross Section for Irregular Channel 51 51 51 51 0.0 10.0 20.0 30.0 40.0 50.0 60.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 70.0 FlowMaster v5.15 Page 1 of 1 to Section Data Wtd. Mannings Coefficient Channel Slope 0.014 0.005000 ft/ft Water Surface Elevation 516.38 ft Discharge 12.59 cfs 51 51 51 51 c 051 to N LU 51 W.S. Elevation in Area C - 100 -YR . Cross Section for Irregular Channel 51 51 51 51 0.0 10.0 20.0 30.0 40.0 50.0 60.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 70.0 FlowMaster v5.15 Page 1 of 1 F� I] F%- �I E 1- 1 7 W.S. Elevation in Area E - 100 -YR Worksheet for Irregular Channel Project Description Project File m:\2003 \03 -637 fontana nissan\hydrology\3637gutt.fm2 Worksheet Gutter - Area E (100 Year) Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data 0.014 Water Surface Elevation Channel Slope 0.005000 ftt t ft Flow Area 2.42 Elevation range: 515.37 ft to 517.00 ft. Wetted Perimeter 12.80 ft Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 515.87 0.00 0.00 0.015 0.00 515.37 0.00 1.50 0.013 1.50 515.47 1.50 48.64 0.015 18.49 516.00 Specific Energy 515.90 ft 48.64 517.00 0.98 Flow is subcritical. Discharge 5.98 cfs Results Md. Mannings Coefficient 0.014 Water Surface Elevation 515.81 ft Flow Area 2.42 ftz Wetted Perimeter 12.80 ft Top Width 12.36 ft Height 0.44 ft Critical Depth 515.81 ft Critical Slope 0.005173 ft/ft Velocity 2.47 ft/s Velocity Head 0.09 ft Specific Energy 515.90 ft Froude Number 0.98 Flow is subcritical. 03/08/04 FlowMaster v5.15 11:23:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 516 516 516 F 516 C 0 r 0 516 W W.S. Elevation in Area E - 100 -YR Cross Section for Irregular Channel 515 515 515 515.E 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 Station (ft) FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Project Description Project File m:\2003 \03 -637 fontana nissan \hydrology \3637gutt.fm2 Worksheet Gutter - Area E (100 Year) Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation 516 516 516 F 516 C 0 r 0 516 W W.S. Elevation in Area E - 100 -YR Cross Section for Irregular Channel 515 515 515 515.E 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 Station (ft) FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Section Data Wtd. Mannings Coefficient 0.014 Channel Slope 0.005000 ft/ft Water Surface Elevation 515.81 ft Discharge 5.98 cfs 516 516 516 F 516 C 0 r 0 516 W W.S. Elevation in Area E - 100 -YR Cross Section for Irregular Channel 515 515 515 515.E 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 Station (ft) FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 W.S. Elevation in Area F - 100 -YR Worksheet for Irregular Channel [I u J Roughness 0.015 0.013 0.015 03/08/04 FlowMaster v5.15 11 :23 :54 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Project Description Project File m:\2003 \03 -637 fontana nissan\hydrology\3637gutt.fm2 Worksheet Gutter - Area F (100 Year) Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ft/ft Elevation range: 513.50 ft to 515.00 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 514.00 0.00 0.00 0.00 513.50 0.00 18.00 18.00 513.85 18.00 45.63 20.95 513.95 45.63 515.00 Discharge 5.49 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 513.81 ft Flow Area 2.41 ftz Wetted Perimeter 16.06 ft Top Width 15.75 ft Height 0.31 ft Critical Depth 513.81 ft Critical Slope 0.004737 ft/ft Velocity 2.28 ft/s Velocity Head 0.08 ft Specific Energy 513.89 ft Froude Number 1.03 Flow is supercritical. [I u J Roughness 0.015 0.013 0.015 03/08/04 FlowMaster v5.15 11 :23 :54 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 W.S. Elevation in Area F - 100 -YR Cross Section for Irregular Channel Project Description Project File m:\2003 \03 -637 fontana nissan\hydrology \3637gutt.fm2 Worksheet Gutter - Area F (100 Year) Flow Element Irregular Channel t Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.013 Channel Slope 0.005000 fttft Water Surface Elevation 513.81 ft Discharge 5.49 cfs 514.8 514.6 OOF 514.4 iK C .2 514.2 W 514. 513.8 513.6 513.4 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 Station (ft) 03/08/04 FlowMaster v5.15 11:24:01 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 HYDROLOGY STUDY FONTANA NISSAN — FONTANA, CALIFORNIA SECTION 8.0 PARKWAY CULVERT SIZING CALCULATIONS 3637 Hydrology report.doc i it d f-1 u �I L' Parkway Culvert Sizing for 5 -Year Storm Worksheet for Rectangular Channel Project Description 8.92 Project File m:\2003 \03 -637 fontana nissan\hydrology\3637gutt.fm2 Worksheet Parkway Culvert (5 Year) Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Input Data 8.92 Mannings Coefficient 0.013 Channel Slope 0.010000 fttft Depth 6.0 in Bottom Width 3.00 ft Results Discharge 8.92 cfs KAX- DISCHP94i: TM A 3 —FT Flow Area 1.50 ftZ ?Ai?-WA\f ctnt✓VeK? > Qs- p ISCHAR GeD Mom s►7� Wetted Perimeter 4.00 ft Top Width 3.00 ft Critical Depth 0.65 ft Critical Slope 0.004594 fttft Velocity 5.94 ft/s Velocity Head 0.55 ft Specific Energy 1.05 ft Froude Number 1.48 Flow is supercritical. 03/08/04 FlowMaster v5.15 11:23:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1