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Home My WebLink AboutTract 16383 & 17460DRAINAGE STUDY KB HOME TRACTS 16383 &17460 IN THE CITY OF FONTANA August 17, 2006 Engineering Communities for Life Reference: 652-1942 PREPARED BY: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, CA. 91761 (909) 937-9151 Fax 937-9152 Thai Nguyen Date Wendell L. lwatsuru Date R.C.E. 36637 Exp. 6/30/08 CONTENTS WEST BASIN SECTION TITLE A DISCUSSION Li Vicinity Map 0 QEX WESTBAS17V UAIDEVELOPED HYDROLOGY c3 2, 10, 25, and 100 -year Pre -developed Hydrologic Studies WESTBASIN DEVELOPED HYDROLOGY 0 2, 10,25, and 100 -year Developed Hydrologic Studies Li 100 -year Catch Basin Hydrologic Study D WESTBAS17V STREET FLOWDEPTHAAD CATCH BASINSIZING L3 Street Cross Section Diagrams H WESTBAS17V STORM DRA17V HYDRA ULICS u Line A u Line B and Laterals B-1 to B-3 o Line C and Lateral C-1 0 QUH WESTBAS17V DETENTIONBAS17VHYDROGRAPHAAD ROUT17VG u 2, 10, 25, and 100 -year Hydrograph and Detention Basin Routing M WESTBAS17V miSCELLANEO US HYDRA ULIC CAL CULA TIONS c3 Emergency Spillway Calculations u Concrete Drop Inlet Detail tAST BASIN cri-iriinN TIFTLF L] QEX EASTBASIN UNDEvELOPED HYDROLOGY u 2,10, 25, and 100 -year Pre -developed Hydrologic Studies EASTBAS17V DEvELOPED HYDROLOGY 13 2, 10, 25, and 100 -year Developed Hydrologic Studies L3 100 -year Catch Basin Hydrologic Study D EASTBAS17V STREET FLO W DEPTH AND CA TCH BASIN SIZING • Street Cross Section Diagrams • Catch Basin Sizing Calculations H EASTBAS17V STORMDRA17V HYDRAULICS u Line D u Line E QUH EAST BAS17V DETENTION BAS17V HYDROGRAPH AND RO UTING o 2,10,25, and 100 -year Hydrograph and Detention Basin Routing M EASTBAS17V MISCELLANEOUS HYDRA ULIC CAL CULA TIONS * Emergency Spill Way Calculations * Concrete Drop Inlet Detail R REFERENCES & MAPS u Soils Map (from San Bernardino County Hydrology Manual) c3 Isohyetal Map (from San Bernardino County Hydrology Manual) u Rainfall Intesity Data Lj Undeveloped Hydrology Map • Developed Hydrology Map • Developed Catch Basin HYdr0109Y MaP DISCUSSION The proposed tracts are located south of Walnut Avenue, west of Cypress Avenue, north of Baseline Avenue, and east of Oleander Avenue in the City Fontana, County of San Bernardino, California. (Refer to the attached Vicinity Map). There are 14.2 acres and 1.5 acres of land proposed to be subdivided into a total of 63 single family residential lots. The purpose of this drainage study is to determine the drainage facilities for Tract 16383 (Approximately 13.0 acres, including 1.48 acres of future tracts to the north) and for Tract 17460. A remainder portion of Tract 16383 will be combined with Lots I to 4 of Tract 17460. Detention basins will be located in Lots I thru 3 of Tract 16383 and in Lot A of Tract 17460. Tract 17460 (1.5 acres) is owned by The KB Home as well as Tract 16383. KB Home will develop both Tracts simultaneously. This study addresses the following drainage concerns: • Street Capacity in terms of 100 year developed conditions • Detention Basin Dimension in terms of 2, 10, 25, and 100 -year storage volumes and allowable discharge flow rates. Catch basins and storm drain pipes will be installed at the lower end of the drainage area to intercept the surface runoff and to convey the flows to the detention/infiltration basins adjacent to Oleander Avenue and to Cypress Avenue. EXISTING CONDITIONS The site is a vacant field with the exception of an existing residence in the northwest comer. The residence consists of a house, a garage, and two sheds. A concrete block wall is located along the northeast property line. The existing vegetation consists of weeds and grasses. Several large trees and shrubs are located near the existing residence. A row of eucalyptus trees is located along a portion of the southern property line. (The proposed development will remove all houses, trees structures, etc. (per the Geotechnical Recommendations and as shown on the approved grading plans) within the two tracts. Topographically, the property is essentially planar, sloping toward either southwest or southeast at approximately 2 % grade. Elevations range from approximately 1425 to 1442 above sea level. A ridge line slightly west of the middle of the Tract divides the pre - developed flow into two directions. Approximately, 7.64 acres on the westerly portion of Tract 16383 drains by means of sheet flow southwest to Oleander Avenue. Another 10.06 acres (including Tract 17460 and portion of the future tract to the north, Lots 49 to 56 of Tract 16383) drains southeast to Cypress Avenue. DEVELOPED CONDITIONS The owner proposes to subdivide these 14.2 acres of Tract 16383 into 54 single family residential lots. The owner will jointly develop the 9 -lots of Tract 17460 with Tract 16383. The site drainage divides near Lots 48 and 49 with the runoff flowing from here easterly to Cypress Avenue, and westerly to Oleander Avenue. The tributary area of the allowable discharge to Oleander Avenue is the tributary area of the pre -developed condition (7.64 acres). The tributary area of the developed condition to Oleander Avenue is 13.01 acres (This area includes Lots I thru 3, the West Detention/Infiltratin Basin, as developed lots even though they remain a basin). The difference of developed runoff and allowable pre -developed discharge rate is to be mitigated by the West Detention/Infiltration Basin. The pre -developed flow of the area from Walnut Avenue to the north boundary of Tract 16383 will be fenced and graded per the proposed development. KB Home is negotiating an agreement with the owner of the future tract. If the future tract is not developed when Tract 16383 is under construction, graded swales will be cut in the future tract north of the project to drain the runoff to Oleander Avenue to protect Tract 16383. The future tract north of Tract 16383 will will have streets to intercept and drain the offsite runoff from the north except for 1.48 acres that will be allowed to drain through Tract 16383. The owner proposes to subdivide Tract 17460 into 10 single family residential lots. Lots I to 4 of Tract 17460 will annex the remainder lot area of Tract 16383 to form buildable lots. The developed condition street runoffs divide in front of Lots 2 and 3. The runoff from this area runs easterly to the East Detention/Infiltration Basin and Cypress Avenue. The tributary area of the allowable discharge to Cypress Avenue is the tributary area of the pre -developed condition (10.06 acres, see Pre -developed Hydrology Map in Section R). The tributary area of the developed condition to Cypress Avenue is 3.4 acres (Refer to Developed Hydrology Map in Section R). The difference of developed runoff and allowable pre -developed discharge rate is to be mitigated by the Detention/Infiltration Basin. METHODOLOGY The rational method hydrologic model, as defined by Flood Control District of San Bernardino County (SBCFCD), was followed to estimate the of storm runoff. AES software was utilized for hydrology calculations, street flow depth analysis, and catch basin sizing. CivilDesign's WSPGW hydraulic software was used to verify storm drain pipes and waster surface. The hydrologic soil type for the tract is Type "A"; see the attached Hydrologic Soil Group Map of San Bernardino County. The storm intensifies needed for this study are taken from the attached Isohyetal Maps of San Bernardino County Hydrology Manual presented in Section R. Other rainfall intensities of different durations are then obtained by applying those intensities to rainfall intensity duration curve of San Bernardino County. The AES program has a database of the rainfall intensity duration curve. The Antecedent Moisture Condition (AMC) is taken as II for catch basin sizing, street flow, and pipe flow calculations. For hydrograph and detention basin routing, AMC III is used for all developed conditions and AMC II for pre -developed conditions per SBCFCD standards. In Section M (Miscellaneous Calculations), WSPG calculations for the headwaters of the offsite drain pipes and inlet structure are done by ftial and error for several water surface elevations (depths). 'Me water surface elevations in the basin along with flow rates of the inlet structure are done by the spreadsheet using weir and orifice formula and the tail water elevations, which are the headwater elevations of the inlet structure from WSPG output. DISCUSSION OF RESULTS The streets and pipes will provide a drainage system designed to intercept the Q 100. The catch basins and laterals are also designed to intercept the Q 100 flow rate. The hydrologic calculations (Section Q) indicate that adequate capacity of street cross section at the end of the streets. The calculations show that the 100 year street flow depths are all below the top of curb. The Detention/Infiltratin Basins also acts as water quality control basin. The storm water flow will be treated before it is released onto Oleander Avenue. The storm water will be discharged by an outlet pipe and a parkway drain on the west side of Oleander Avenue onto the street. This storm water mitigation scheme is adopted by many developments in the same region. The following table summarizes the mitigation ratios by providing the detention basin for interim purpose. The result complies with SBCFCD standards. Secondary flow outlets are provided by the ent rance onto Oleander Avenue onto Cypress Avenue. Oleander Ave. Entrance: Lowest Pad Elevation: 28.2 Emergency Spillway Elev. 27.9 Top of Curb Elevation at outlet: 26.18 Cypress Ave. Entrance: Lowest Pad Elevation: 32.3 Emergency Spillway Elev.: 28.5 Top of Curb Elevation at outlet: 30.08 10 37 AV eel 6) g SECTION HYDROLOGIC STUDY Adrwlk WEST BASIN RUNOFF SUMMARY FIR EQ. (yr.) PRE- DEV. (c.f.s.) DEV. (0.s.) TC (min.) ROUTED FLOWS (c.f.s.) 5 5.1 5 10.1 19.3 13.9 7.9 2 2.1 3.1 15.1 1.1 2 6.3 10.3 13.5 5.2 0.6 2 15.1 0.7*** 1 3.4 6.6 13.6 3.9** EAST BASIN RUNOFF SUMMARY FREQ. (yr.) PRE- DEV. (c.f-s.) DEV. (c.f.s.) TC ROUTED FLOWS (min.) (c.f.s.) 5 5.1 4.5 15.1 1.5 2 2.1 3.1 15.1 1.1 1 0.6 2 15.1 0.7*** "The vegetated swales located on each lot will reduce the amount of runoff, therefore, o.k. ***The infiltration rate may be as much as 0.5 c.f.s., therefore, o.k. POM Al tt( MADOLE & ASSOCIATES, INC. civil Engineers -Land Surveyors -Planners 760 S. Rochester Avenue Ontario, CA 91761 909-937-9151 Fax 937-9152 Rainfall Intensity Data Job Tract 16383 Sheet No. Calculated by: Checked by: Slope of Intensity/Duration curve 7-0-6-1 Duration hr 1 F- 2 Return Period 5 10 year) 25 100 1 0.53 0.68 0.88 1.03 1.23 1.53 3 0.94 1.21 1.56 1.83 2.19 2.72 6 1.37 1.75 2.25 2.63 3.14 3.9 24 2.34 3.4 1 4.81 5.87 7.27 9.4 slope 0.53 0.52 0.52 0.52 0.52 of Date 5/29/06 Date Scale nts I ]=values taken from lsohyetals, San Bernardino County Hydrology Manual All other values "interpolated" using logarithmic equations as follows: --> Exp( +/- Slope x Ln(T des) + Ln(ref 1) -/+ Slope x Ln(ref T)) --> 1100 - 110/ Ln(100/10) x Ln(des Period/ 10) + 110 SECTION O -WEST BASIN PRE -DEVELOPED CONDITIONS 5.9 21 & I -YEAR HYDROLOGY m .......... . ....... No . Ka IS NEGOTIATING A c F_ 3-0-0 DEF 2RE CT TO THE MORI = 41.21 ' IN -RIM! GRADED S L -C IFS Iw = --- OIOD= INITIAL I '�.S RM.WATER *ESTERL Till. V Lzi� I 1 —7, At"i FS 23.9 Iw Q100=17.0cfs W1 INS TRACT OWWER BE CONSTRUCTED TO DRAAN DRAIN OLEANDER AVENUE r--To—o----1 IFS INV oloom FS 0100= 13cfs ----- - ------- -- — - — - — - — - ---------------- rl open --------------- ------------- ---------- 110— FS I Na i�ff rt4. oioo= i6;i, --- - ---------- r 16563 �RA�T\ — - — - — - — - — - — - ER 17 EXIST. DETEM710H 7 BASIN 2 j- NO TE. THE K8 HOMES IS NEGOTIATING AN A GJ 7EEMENT W). THE OWNER OF THIS RCEL TO GRADE A SWALE I TO DRA� STORM WATER ONTO. CYPRESS A VENLIE. 4 E2.15 4 15 0 FS OPEN lw= D� 0100=12.9cfs --t77'j i Q ....... --- ±JL LT L -�,-AGRI j % 1.37 OPEN. V, _4 4 __ AGR 7 210 115 120 FS 321 FS = 27.11 IFS = 26.71 IN\b = --- 1W = j-07- 0100= .2r 0100= 6.lcfs .8 to 0100= 5 NOTE. TRACT 17460 TO BE CONSTRUCTED SIMULTANEOUSLY W/ TRACT 16383. 4 NOTE ALL SOILS GROUP 'A- b 'o L) In 1 01 m SCALE IN FEET 0 so SO 120 ISO I I KEY NODE DESCRIPTION IOIw. 1911011. SUBAREA DESCRIPTION AG�EAG K��9 LENGTH BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY HYDROLOGIC DRAINAGE MAP TRACTS 16383 &17460 PRE -DEVELOPED CONDTION KA n 1 1: F ESTER —E. " '--' L- L' I -A I- R- 10210146 O�ARIO, CA 91761 W1.937.1151 v- 0 I 5V Till. FS 23.9 Iw Q100=17.0cfs W1 INS TRACT OWWER BE CONSTRUCTED TO DRAAN DRAIN OLEANDER AVENUE r--To—o----1 IFS INV oloom FS 0100= 13cfs ----- - ------- -- — - — - — - — - ---------------- rl open --------------- ------------- ---------- 110— FS I Na i�ff rt4. oioo= i6;i, --- - ---------- r 16563 �RA�T\ — - — - — - — - — - — - ER 17 EXIST. DETEM710H 7 BASIN 2 j- NO TE. THE K8 HOMES IS NEGOTIATING AN A GJ 7EEMENT W). THE OWNER OF THIS RCEL TO GRADE A SWALE I TO DRA� STORM WATER ONTO. CYPRESS A VENLIE. 4 E2.15 4 15 0 FS OPEN lw= D� 0100=12.9cfs --t77'j i Q ....... --- ±JL LT L -�,-AGRI j % 1.37 OPEN. V, _4 4 __ AGR 7 210 115 120 FS 321 FS = 27.11 IFS = 26.71 IN\b = --- 1W = j-07- 0100= .2r 0100= 6.lcfs .8 to 0100= 5 NOTE. TRACT 17460 TO BE CONSTRUCTED SIMULTANEOUSLY W/ TRACT 16383. 4 NOTE ALL SOILS GROUP 'A- b 'o L) In 1 01 m SCALE IN FEET 0 so SO 120 ISO I I KEY NODE DESCRIPTION IOIw. 1911011. SUBAREA DESCRIPTION AG�EAG K��9 LENGTH BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY HYDROLOGIC DRAINAGE MAP TRACTS 16383 &17460 PRE -DEVELOPED CONDTION KA n 1 1: F ESTER —E. " '--' L- L' I -A I- R- 10210146 O�ARIO, CA 91761 W1.937.1151 v- 0 W W Q NOTE ALL SOILS GROUP "A- L) En MR s SCALE IN FEET 0 80 1�60 240 320 mmi KEY NODE DESCRIPTION 10,00. ww SUBAREA ACRAGE LENGTH BETWEEN NODES L-500' FLOW ARROW CL DRAINAGE BOUNDARY :2 ct 310 - 0 HYDROLOGIC DRAINAGE MAP 34.; DEVELOPED CONDITION 1hu — — 'U- CD W) (NMADOLE7. AS ROCHF SIER AVE (�ARK). CA 91761 00: 0100= 2 2 Engh- ig C�jj. f., Lj* Q iSHEET < FS 10 410-1 W 0100 W W Q NOTE ALL SOILS GROUP "A- L) En MR s SCALE IN FEET 0 80 1�60 240 320 mmi KEY NODE DESCRIPTION 10,00. ww SUBAREA ACRAGE LENGTH BETWEEN NODES L-500' FLOW ARROW CL DRAINAGE BOUNDARY :2 ct 310 - 0 HYDROLOGIC DRAINAGE MAP 34.; DEVELOPED CONDITION 1hu — — 'U- CD W) (NMADOLE7. AS ROCHF SIER AVE (�ARK). CA 91761 00: 0100= 2 2 Engh- ig C�jj. f., Lj* Q iSHEET < 410-1 10100-',2 99 -- FS - 010D=33 f f 320 IW 22. o QlW=-72d, loo!l hval7TI'm DETPM, W W Q NOTE ALL SOILS GROUP "A- L) En MR s SCALE IN FEET 0 80 1�60 240 320 mmi KEY NODE DESCRIPTION 10,00. ww SUBAREA ACRAGE LENGTH BETWEEN NODES L-500' FLOW ARROW CL DRAINAGE BOUNDARY :2 ct 0 HYDROLOGIC DRAINAGE MAP TRACTS 16383 &17460 DEVELOPED CONDITION CD W) (NMADOLE7. AS ROCHF SIER AVE (�ARK). CA 91761 IJOB NUMBER 1 652-1942 Engh- ig C�jj. f., Lj* Q iSHEET < 0 0 -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: I TRACT 16383 FONTANA I 5 -YEAR PRE -DEVELOPED STUDY - WEST BASIN I JN 652-1942 wli wqe05.dat I ---------------------------------------- (SAN BERNARDINO COUNTY) ----------------------------------------- I I FILE NAME:WQE05.DAT *ENGLISH UNITS* CALCULATED BY: I TIME/DATE OF STUDY: 7:29 5/29/2006 CHECKED BY: I 5.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER 1 OF ----------------------------- [(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------ I I CONCENTRATION I AREA (ACRES) I SOIL I DEV. I Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.] (in/hr) l(Avg)l(cfs) l(ft)lft/ftlFPS.1 AND NOTES I I ------------- ------- ------ ------ --------------- ------------- ------- ------ ------ --------------- 1 1601.02131 IINITIAL SUBAREAl I 1 302.001 1.71 1.71 A 12,5ACI ---- 1 6.012.9510.8810.8771 3.11 ---- I ----- I ---- I --------------- I I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- 1 1 3301.02241 2.81VALLEY CHANNEL I I I I I I I I I I I I I I I I I VELOCITY PER I I 1 304.001 1 1 1 1 1.91 1 1 1 1 1 So -.02241 1 LACFCD MANUAL I 1 304.001 3.41 5.101 A lGrassl ---- 1 9.912-5910.8210.8391 8.01 ---- I ----- I ---- I ADD SUBAREA I ------------ I ------- I ------ 1 3651.01781 3,21VALLEY CHANNEL I I I I I I I VELOCITY PER I 310.001 1 1 1 1.91 1 1 So =.01781 1 LACFCD MANUAL I I 1 310.001 2.51 7.641 A 12.5ACI ---- 1 11.912.3310.8810.8521 10.11 ---- I ----- I ---- I ADD SUBAREA I I I------------- I ------- I ------ I --- I ----- I ---- ---- I ---- ------ I ---- I ----- I ---- I --------------- I I 1 310.001 1 7.61 1 1 ---- 1 11.91 1 1 1 10.11 ---- ---- ISTREAM SUMMARY I I I------------- I ------- I ------ I --- I ----- I ---- ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I EFFECTIVE AREA = 7.64 Acres TOTAL AREA 7.64 Acres PEAK FLOW RATE - 10.14 cfs I I I TIME OF CONCENTRATION(MIN.)= 11.87 MEAN VALUES: Fp 0.902 (in/hr); Ap 0.945; Fm 0.852 (in/hr)l I ------------- ------- ------ ------ --------------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- X RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 5 -YEAR PRE -DEVELOPED STUDY - WEST BASIN • JN 652-1942 wli wqe05.dat FILE NAME: WQE05.DAT TIME/DATE OF STUDY: 07:29 05/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 5.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 0.8800 *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 2 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 --- >->->->->-R-A-TIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 160.00 ELEVATION DATA: UPSTREAM(FEET) = 41.20 DOWNSTREAM(FEET) 37.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.011 5 YEAR RAINFALL INTENSlTY(INCH/HR) = 2.945 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp . LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL ".4 DWELLING/ACRE" A 1.69 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) 3.15 TOTAL AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.90 32 8.01 0.97 3.15 FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 37.80 DOWNSTREAM(FEET) = 30.40 CHANNEL LENGTH THRU SUBAREA(FEET) 330.00 CHANNEL SLOPE = 0.0224 CHANNEL FLOW THRU SUBAREA(CFS) = 3.15 FLOW VELOCITY(FEET/SEC) = 2.84 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 9.95 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 490.00 FEET. FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.95 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.587 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 3.41 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) 5.42 EFFECTIVE AREA(ACRES) 5.10 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 8.02 FLOW PROCESS FROM NODE 304.00 TO NODE 310.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 30.40 DOWNSTREAM(FEET) 23.90 Asmw� CHANNEL LENGTH THRU SUBAREA(FEET) 365.00 CHANNEL SLOPE = 0.0178 CHANNEL FLOW THRU SUBAREA(CFS) = 8.02 u FLOW VELOCITY(FEET/SEC) = 3.16 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 11.87 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 855.00 FEET. FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 11.87 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.326 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL ".4 DWELLING/ACRE" A 2.54 0.98 0.90 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA AREA(ACRES) = 2.54 SUBAREA RUNOFF(CFS) 3.31 EFFECTIVE AREA(ACRES) 7.64 AREA -AVERAGED Fm(INCH/HR) = 0.85 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.94 TOTAL AREA(ACRES) 7.64 PEAK FLOW RATE(CFS) 10.14 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 7.64 TC(MIN.) 11.87 EFFECTIVE AREA(ACRES) 7.64 AREA -AVERAGED Fm(INCH/HR)= 0.85 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.94 PEAK FLOW RATE(CFS) 10.14 END OF RATIONAL METHOD ANALYSIS It] -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: TRACT 16383 FONTANA 2 -YEAR PRE -DEVELOPED STUDY - WEST BASIN JN 652-1942 wli wqe02.dat ---------------------------------------- (SAN BERNARDINO COUNTY) ----------------------------------------- I FILE NAME:WQE02.DAT *ENGLISH UNITS* I CALCULATED BY: TIME/DATE OF STUDY: 7:45 5/29/2006 CHECKED BY: I I 2.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER I OF I I ----------------------------- ((c) 1983-2004 ADVANCED ENGINEERING SOFTWARE) ------------------------------ I I I lCONCENTRATION11 AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm JQ-SUM 1PATHISLOPE1 V I HYDRAULICS I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) l(Avg)l(cfS) l(ft)lft/ftlFPS.1 A14D NOTES I I ------------- ------- ------ ------ --------------- ------------- ------- ------ ------ --------------- 1 1601.02131 IINITIAL SUBAREAl I 302.001 1.71 1.71 A 12.5ACI ---- 1 8.012.2810.8810.6771 2.11 ---- I ----- I ---- I --------------- I I ------------- ------- I ------ I ---- I ----- 1 1 3301.02241 2.61VALLEY CHANNEL I I I I I I I I I I VELOCITY PER I I 304.001 1 1 1 1 2.11 1 1 1 1 1 So =.02241 1 LACFCD MANUAL 1 1 304.001 3.41 5.101 A [Grassi ---- 1 10.111.9810.8210.8391 5.21 ---- I ----- I ---- I ADD SUBAREA I i ------------- ------- ------ 1 3651.01781 2.81VALLEY CHANNEL I I I I I I VELOCITY PER I 310.001 1 1 1 2.11 1 1 1 1 1 So =.01781 1 LACFCD MANUAL I 310.00'1 2.51 7.641 A 12.5ACI ---- 1 12.311.7610.8810.8521 6.31 ---- I ----- I ---- I ADD SUBAREA I I ------------- I ------- I ------ 1 17 ---- I ---- ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 310.001 1 7.61 1 1 ---- 1 12.31 1 1 1 6.31 ---- I ----- I ---- ISTREAM SUMMARY I I ------------- I ------- I ------ I ------ I ---- I ----- I ---- I --------------- EFFECTIVE AREA = 7.64 Acres TOTAL AREA 7.64 Acres PEAK FLOW RATE = 6.27 cfs TIME OF CONCENTRATION(MIN.)= 12.26 MEAN VALUES: Fp 0.902 (in/hr); Ap 0.945; Fm - 0.852 (in/hr)l I ------------- ------- ------ ------ --------------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 2 -YEAR PRE -DEVELOPED STUDY - WEST BASIN • JN 652-1942 wli wqe02.dat FILE NAME: WQE02.DAT TIME/DATE OF STUDY: 07:45 05/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE (LOG (I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 0.6800 *ANTECEDENT MOISTURE CONDITIOO (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 2 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE 21 --->->->->->-R-AT--I-O-N-A-L--M-E-THOD-INITIAL-SUBAREA-ANALYSIS<<<<< ------------------------ >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 160.00 ELEVATION DATA: UPSTREAM(FEET) 41.20 DOWNSTREAM(FEET) 37.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))* -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.011 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.276 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 1.69 0.98 0.90 32 8.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) 2.13 TOTAL AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) 2.13 FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 37.80 DOWNSTREAM(FEET) = 30.40 CHANNEL LENGTH THRU SUBAREA(FEET) 330.00 CHANNEL SLOPE = 0.0224 CHANNEL FLOW THRU SUBAREA(CFS) = 2.13 FLOW VELOCITY(FEET/SEC) = 2.61 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 10.12 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 490.00 FEET. FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 10.12 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.979 SUBAREA LOSS RATE DATA(AMC Il): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 3.41 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) 3.56 EFFECTIVE AREA(ACRES) 5.10 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 5.23 FLOW PROCESS FROM NODE 304.00 TO NODE 310.00 IS CODE 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 30.40 DOWNSTREAM(FEET) 23.90 Apo%, CHANNEL LENGTH THRU SUBAREA(FEET) 365.00 CHANNEL SLOPE = 0.0178 CHANNEL FLOW THRU SUBAREA(CFS) = 5.23 FLOW VELOCITY(FEET/SEC) = 2.85 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) � 12.26 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 855.00 FEET. FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 12.26 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.764 SUBAREA LOSS RATE DATA(AMC Il): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL ".4 DWELLING/ACRE" A 2.54 0.98 0.90 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA AREA(ACRES) = 2.54 SUBAREA RUNOFF(CFS) 2.03 EFFECTIVE AREA(ACRES) 7.64 AREA -AVERAGED Fm(INCH/HR) = 0.85 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.94 TOTAL AREA(ACRES) 7.64 PEAK FLOW RATE(CFS) 6.27 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 7.64 TC(MIN.) 12.26 EFFECTIVE AREA(ACRES) 7.64 AREA -AVERAGED FM(INCH/HR)= 0.85 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.94 PEAK FLOW RATE(CFS) 6.27 END OF RATIONAL METHOD ANALYSIS Rl 0 0 -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: I TRACT 16383 FONTANA I I -YEAR PRE -DEVELOPED STUDY - WEST BASIN I JN 652-1942 wli wqe0l.dat I ---------------------------------------- (SAN BERNARDINO COUNTY) ----------------------------------------- I I I FILE NAME:WQE01.DAT *ENGLISH UNITS* I CALCULATED BY: I TIME/DATE OF STUDY: 9;41 5/29/2006 CHECKED BY: I 1.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER 1 OF I ----------------------------- [(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------ I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) I(Avg)l(cfs) I(ft)Ift/ftIFPS.I AND NOTES I I ------------- ------- I ------ I___I I ------ I --------------- I I ------------- ------- I ------ I ------ I --------------- I I I 1 1 1601.02131 JINITIAL SUBAREAl I 1 1 302.001 1.71 1.71 A 12.5ACI ---- 1 8.011.7710.8810.8771 1.41 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I I ----- I ---- I ---- I ----- 1 1 3301.02241 2.41VALLEY CHANNEL I I I I I I I I I I I I I I I I VELOCITY PER I I 1 1 304.001 1 1 1 1 2.31 1 1 1 1 1 So -.02241 1 LACFCD MANUAL I I 304.001 3.41 5.101 A lGrassl ---- 1 10.311.5210-8210.8391 3.11 ---- I ----- I ---- I ADD SUBAREA I I ------------- ------- I ------ 1 1 3651.01781 2.51VALLEY CHANNEL I I I I I I I I VELOCITY PER I I 310.001 1 1 1 1 2.41 1 1 1 1 1 So -.01781 1 LACFCD MANUAL I I 310,001 2.51 7.641 A 12.5ACI ---- 1 12,711.3410.8810.8521 3.41 ---- I ----- I ---- I ADD SUBAREA I I ------------- I ------- I ------ I --- ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 1 1 310.001 1 7.61 1 1 ---- 1 12.71 1 1 1 3.41 ---- I ----- I ---- ISTREAM SUMMARY I I ------------- I ------- I ------ I --- I ----- I ---- ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I EFFECTIVE AREA - 7.64 Acres TOTAL AREA - 7.64 Acres PEAK FLOW RATE - 3.39 cfs I I TIME OF CONCENTRATION(MIN.)- 12.72 MEAN VALUES: Fp - 0.902 (in/hr); Ap 0.945; Fm - 0.852 (in/hr)l I ------------- ------- ------ ------ --------------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- x RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • I -YEAR PRE -DEVELOPED STUDY - WEST BASIN • JN 652-1942 wli wqe0l.dat FILE NAME: WQE01.DAT TIME/DATE OF STUDY: 09:40 05/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 1.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 0.5300 *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 2 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 --- >->->->->-R-A-T-I-O-N-A-L--M-E-T-H-O-D--I-NI--T-I-A-L--S-U-B-A-R-E-A--A-N-A-L-Y-S-I-S-<-<-<-<-< ------------------------ >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 160.00 ELEVATION DATA: UPSTREAM(FEET) = 41.20 DOWNSTREAM(FEET) 37.80 Tc = K*((LENGTB** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.011 I YEAR RAINFALL INTENSITY(INCH/HR) = 1.774 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 1.69 0.98 0.90 32 8.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) 1.36 TOTAL AREA(ACRES) 1.69 PEAK FLOW RATE(CFS) 1.36 FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 37.80 DOWNSTREAM(FEET) = 30.40 CHANNEL LENGTH THRU SUBAREA(FEET) 330.00 CHANNEL SLOPE = 0.0224 CHANNEL FLOW THRU SUBAREA(CFS) = 1.36 FLOW VELOCITY(FEET/SEC) = 2.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 10.32 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 490.00 FEET. FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 10.32 1 YEAR RAINFALL INTENSITY(INCH/HR) = 1.524 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 3.41 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) 2.16 EFFECTIVE AREA(ACRES) 5.10 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 3.14 FLOW PROCESS FROM NODE 304.00 TO NODE 310.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 30.40 DOWNSTREAM(FEET) 23.90 CHANNEL LENGTH THRU SUBAREA(FEET) 365.00 CHANNEL SLOPE = 0.0178 AVON., r IL CHANNEL FLOW THRU SUBAREA(CFS) 3.14 FLOW VELOCITY(FEET/SEC) = 2.53 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 12.72 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 855.00 FEET. FLOW PROCESS FROM NODE 310.00 TO NODE 310-00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 12.72 1 YEAR RAINFALL INTENSITY(INCH/HR) = 1.344 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 11.4 DWELLING/ACRE" A 2.54 0.98 0.90 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA AREA(ACRES) = 2.54 SUBAREA RUNOFF(CFS) 1.07 EFFECTIVE AREA(ACRES) 7.64 AREA -AVERAGED Fm(INCH/HR) = 0.85 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.94 TOTAL AREA(ACRES) 7.64 PEAK FLOW RATE(CFS) 3.39 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 7.64 TC(MIN.) 12.72 EFFECTIVE AREA(ACRES) 7.64 AREA -AVERAGED Fm(INCH/HR)= 0.85 AOMIk AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.94 r a %.N PEAK FLOW RATE (CFS) 3.39 END OF RATIONAL METHOD ANALYSIS m SECTION Q -WEST BASIN DEVELOPED CONDITIONS Q5.1 Q2.) & Ql HYDROLOGY M, 11 (a) 0 -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: TRACT 16383 FONTANA 5 -YEAR DEVELOPED STUDY FOR WATER QUALITY JN 652-1942 wli wq05.dat ---------------------------------------- [SAN BERNARDINO COUNTY] ----------------------------------------- I FILE NAME:WQ05.DAT *ENGLISH UNITS* I CALCULATED BY: I TIME/DATE OF STUDY: 7: 6 5/29/2006 CHECKED BY: I 5.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER 1 OF I ----------------------------- t(c) 1983-2004 ADVANCED ENGINEERI14G SOFTWARE] ------------------------------ I I CONCENTRATI ON I AREA (ACRES) I SOIL I DEV. I Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN. I MIN, I (in/hr) I (Avg) I (cfs) I (ft) Ift/ftIFPS. I AND NOTES I I I------------- ------- ------ ------ I --------------- I I I------------- ------- ------ ------ I --------------- I I I I I I .. I I I I 1 1 5901.01881 IINITIAL SUBAREAl I 1 110.001 1.51 1.51 A 14D/ACI ---- 1 11.712.7510.5910.5851 2.91 ---- I ----- I ---- I --------------- I I I------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 3451,02791 3.8lQest.= 3.7 1 1 1 56.ft-STREETI I I I I I I I I I I ID=0.34;D*V= 1.31 1 1 FLOW TO PTAI I 1 1 1.51 1 1 1 1 1 1 1 IFLOODWIDTH= 9.01 1 1 120.001 1.01 2.461 A 14D/ACI ---- 1 13.212.5510.5910.5851 4.31 ---- I ----- I ---- I --------------- I I I ------------- I ------- I ------ I I ------ 1 2601-00781 2.4lQest.= 4.7 1 1 1 56.ft-STREETI I I I I I I ID=0.43;D*V- 1.01 1 I FLOW TO PTAI I 1 1 1.81 1 1 1 1 1 1 1 IFLOODWIDTH-13.31 I 1 130.001 0.41 2.861 A 14D/ACI ---- 1 15.112.3610.5910.5851 4.61 ---- I ----- I ---- I --------------- I I I 1 1.11 1 A 14D/ACI 1 1 10.591 1 1 1 1 1 1 1 1 130.001 1.31 5.311 A 14D/ACI ---- 1 15.112.3610.5910.5851 8.51 ---- I ----- I ---- I ADD SUBAREA I I I ------------- I ------- I ------ I ------ 1 3651.00541 2.4lQest.= 8.9 1 1 1 56.ft-STREETI I I I I I ]D=0,53;D*V= 1.31 1 1 FLOW TO PT.#j I 1 1 2.51 1 1 1 1 1 1 1 IFLOODWIDTH=18.71 I 1 140.001 0.61 5.911 A 14D/ACI ---- 1 17.612.1510.5910.5851 8.51 ---- I ----- I ---- I --------------- I I I ------------- I ------- I ------ I___I I ------ 1 301.00631 5.5lQpipe= 8.481 1 1 1 1 1 1 1 1 1 In=.0130 D= 0.981 1 1 160.001 1 1 1 0.11 1 1 1 1 1 1 1 1 24.0" -PIPE I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I 160.001 1 5.91 1 1 ---- 1 17.712.141 1 1 8.51 ---- I ----- I ---- IFOR CONFLUENCE I I ------------- ------- I ------ I___I ------ I ---- I ----- I ---- I --------------- I I I I 1 1 4851.02521 .. IINITIAL SUBAREAl I 1 220.001 0.81 0.81 A 14D/ACI ---- 1 10.212-9810.5910.5651 1.71 ---- I ----- I ---- I --------------- I I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 5701.00701 2.11Qest.= 2.8 1 1 1 56.ft-STREETI I I I I I I I I I I ID-0.38;D*V- 0.81 1 1 FLOW TO PTAI I 1 1 4.71 1 1 1 1 1 1 1 IFLOODWIDTH=10.91 I 1 240.001 1.31 2.111 A 14D/ACI ---- 1 14.912.3810.5910.5851 3.41 ---- I ----- I ---- I --------------- I I I ------------- I ------- I ------ I ------ 1 251 .01641 6.liQpipe= 3.411 1 1 1 1 1 1 1 1 ln=.0130 D= 0.471 1 1 160.001 1 1 1 0.11 1 1 1 1 1 1 1 1 24.0" -PIPE -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- x 0 0 -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: I TRACT 16383 FONTANA 5 -YEAR DEVELOPED STUDY FOR WATER QUALITY JN 652-1942 wli wq05.dat ---------------------------------------- tSAN BERNARDINO COUNTY) ----------------------------------------- I FILE NAME:WQ05-DAT *ENGLISH UNITS* I CALCULATED BY: TIME/DATE OF STUDY: 7: 6 5/29/2006 1 CHECKED BY: 5.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I -PAGE NUMBER 2 OF ----------------------------- [ (c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------ I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN. I MIN. I (in/hr) I (Avg) I (cfs) I (ft) Ift/ftlFPS. I AND NOTES I I ------------- I ------- I ------ I ------ --------------- I I ------------- I ------- I ------ I ------ --------------- I I I CONFLUENCE I PEAK FLOW RATE 11.6 (cfs) I I I ANALYSIS I TIME OF CONCENTRATION(MIN.) = 14.9 LARGEST I I FOR POINT# I MEAN VALUES: Fp 0,975 (in/hr); Ap = 0.600; Fm = 0.585 (in/hr) I CONFLUENCE I I 160.001 EFFECTIVE AREA 7.10 (Acres); TOTAL AREA - 8.02 (Acres) I Q= 11.61 1 1 Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in/hr) Ae(Acres) NODE I I I 1 11.62 14.93 0.975 0.60 0.585 2.37 7.101 200.01 1 1 1 11.45 17.68 0.975 0.60 0.585 2.14 8.020 100.01 1 ------------- ------- ------ I --- I ----- I ---- ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I ------------- ------- ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 451.00511 5.5]Qpipe= 11.621 1 1 1 1 1 1 1 1 1 1 In -.0130 D= 1,281 1 170.001 1 1 1 0.11 1 1 1 1 1 1 1 1 24.0" -PIPE I I 1 0.31 1 A 14D/ACI 1 1 10.591 1 1 1 1 1 1 1 170.001 0,11 7.571 A 14D/ACI ---- 1 15.112.3610.5910.5851 12.11 ---- I ----- I ---- I ADD SUBAREA I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 751.00471 5.3lQpipe= 12.091 1 1 1 1 1 1 1 1 1 1 1 1 ln=.0130 D= 1.361 1 180.001 1 1 1 0.21 1 1 1 1 1 1 1 1 24.0" -PIPE I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 180.001 1 7.61 1 1 ---- 1 15.312.341 1 1 12.11 ---- I ----- I ---- IFOR CONFLUENCE I I ------------- I ------- I ------ I ---- I ---- I ----- I ------ ----- I ---- I --------------- I I I I I I I I 1 1 3551.01171 .. IINITIAL SUBAREAl I 310.001 0.81 0.81 A 14D/ACI ---- 1 10.512.9310.5910.5851 1.71 ---- I ----- I ---- I --------------- I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 5301.01501 3.0IQest.- 3.1 1 1 56.ft-STREETI . I I I I I I I I I I ID=0.35;D*V- 1.01 1 I I FLOW TO PT.#I I 1 1 3.21 1 1 1 1 1 1 1 IFLOODWIDTH= 9.61 1 1 1 320.001 1.61 2.411 A 14D/ACI ---- 1 13.712.5010.5910.5851 4.21 ---- I ----- I ---- I --------------- I I -------------------------------------------------------------------------------------------------------- I I -------------------------------------------------------------------------------------------------------------- x t"A - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - DESCRIPTION OF STUDY: TRACT 16383 FONTANA I 5 -YEAR DEVELOPED STUDY FOR WATER QUALITY I JN 652-1942 wli wq05.dat I ---------------------------------------- [SAN BERNARDINO COUNTY] ----------------------------------------- I I I FILE NAME:WQ05.DAT 'ENGLISH UNITS* I CALCULATED BY: I TIME/DATE OF STUDY: 7: 6 5/29/2006 1 CHECKED BY: I 5.0 -YEAR STORM RATIONAL METHOD STUDY (AMC Il LOSSES) I PAGE NUMBER 3 OF ----------------------------- [(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE) ------------------------------ I I CONCENTRATION I AREA (ACRES) I SOIL I DEV. I Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I POINT NUMBERISUBAREAl SUM I TYPE I TYPE I MIN. I MIN. I (in/hr) I (Avg) I (cfs) I (ft) I ft /ft I FPS. I AND.NOTES I I ------------- ------- ------ ------ --------------- ------------- ------- ------ ------ --------------- CONFLUENCE PEAK FLOW RATE 16.0 (cfs) I ANALYSIS I TIME OF CONCENTRATION(MIN.) = 13.7 LARGEST I FOR POINT# I MEAN VALUES: Fp 0,975 (in/hr); Ap = 0.600; Fm = 0.585 (in/hr) I CONFLUENCE 1 180.001 EFFECTIVE AREA 9.17 (Acres); TOTAL AREA - 10.90 (Acres)l Q= 16.01 1 1 1 1 Q(cfs) TC(min) Fp(avg) Ap(avg) Fm(avg) I(in/hr) Ae(Acres) NODE I I I 1 15.97 13.67 0.975 0.60 0.585 2.50 9.172 300.01 1 1 1 15.90 15.30 0.975 0.60 0.585 2.34 9.981 200.01 1 1 1 15.16 18.06 0,975 0.60 0.585 2.12 10.900 100.01 1 1 ------------- I ------- I ------ I___I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I ------------- I ------- I ------ I___I ----- I I ----- I ---- I ---- I ----- I ------ 1 251.00481 5.8]Qpipe= 15.971 1 1 1 1 1 1 1 1 1 1 1 1 1 ln=.0130 D= 1.471 1 1 1 190,001 1 1 1 0.11 1 1 1 1 1 1 1 1 27.0" -PIPE I I ------------- I ------- I ------ ------ --------------- 1 190.001 1 9.21 1 1 13.712.491 1 1 16.01 ---- I ----- I ---- IFOR CONFLUENCE I I I------------- I ------- ------ I___I I ------ I ---- I ----- I ---- I --------------- I I I I I I 1 1 3301.01151 .. ]INITIAL SUBAREAl I 1 410.001 0.71 0.71 A 14D/ACI ---- 1 10.212.9810.5910.5851 1.51 ---- I ----- I ---- I --------------- I I I ------------- I ------- I ------ I I ------ 1 4601,01761 3,OlQest,= 2.4 1 1 I I 56.ft-STREETI I I I I I I I I ID-0.32;D*V= 1.01 1 I I FLOW TO PT.#I I 1 1 2.71 1 1 1 1 1 1 1 IFLOODWIDTH= 8.11 1 1 420,001 1.01 1.711 A 14D/ACI ---- 1 12.912.5910.5910.5851 3.11 ---- I ----- I ---- I --------------- I I I ------------- I ------- I ------ I ------ 1 451.03821 7.9[Qpipe= 3,081 1 1 1 1 1 1 1 1 ln=.0130 D- 0.361 1 1 190.001 1 1 1 0,11 1 1 1 1 1 1 1 1 24.0" -PIPE I I -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- 4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - DESCRIPTION OF STUDY: TRACT 16383 FONTANA 5 -YEAR DEVELOPED STUDY FOR WATER QUALITY JN 652-1942 wli wq05.dat ---------------------------------------- (SAN BERNARDINO COUNTY) ----------------------------------------- I I FILE NAME:WQ05.DAT *ENGLISH UNITS* I CALCULATED BY: I I TIME/DATE OF STUDY: 7: 6 5/29/2006 1 CHECKED BY: I I 5.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I PAGE NUMBER 4 OF I I ----------------------------- [(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------ I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) I(Avg)l(cfs) I(ft)Ift/ftIFPS.1 AND NOTES I I I------------- I ------- I ------ I ------ I --------------- I I I------------- I ------- I ------ I ------ I --------------- I I I CONFLUENCE I PEAK FLOW RATE 18.9 (cfs) I I ANALYSIS I TIME OF CONCENTRATION(MIN.) = 13.7 LARGEST I I FOR POINT# I MEAN VALUES: Fp 0.975 (in/hr); Ap = 0.600; Fm = 0.585 (in/hr) CONFLUENCE I I 190.001 EFFECTIVE AREA 10.88 (Acres); TOTAL AREA = 12.61 (Acres) I Q= 18.91 1 1 Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in/hr) Ae(Acres) 140DE I I 18.86 13.02 0.975 0.60 0.585 2.58 10.401 400.01 1 18.92 13.74 0,975 0.60 0.585 2 .49 10.882 300.01 1 1 18.60 15.38 0.975 0.60 0.585 2.33 11.691 200.01 1 1 17.52 18.13 0.975 0.60 0.585 2.11 12.610 100.01 1 ------------- ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I ------------- ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ I 801.0246111.3lQpipe= 18.921 1 1 1 1 1 1 1 1 1 1 1 ln=.0130 D- 1.061 1 999.001 1 1 1 0.11 1 1 1 1 1 1 1 1 24.0" -PIPE I I 999.001 0.41 11.281 A 14D/ACI ---- 1 13.912.4810.5910.5851 19.31 ---- I ----- I ---- I ADD SUBAREA I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 999.001 1 11.31 1 1 ---- 1 13.91 1 1 1 19.31 ---- I ----- I ---- ISTREAM SUMMARY I I ------------- I ------- I ------ I --- ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I EFFECTIVE AREA - 11.28 Acres TOTAL AREA = 13.01 Acres PEAK FLOW RATE = 19,25 cfs I I TIME OF CONCENTRATION (MIN.)= 13.86 MEAN VALUES: Fp - 0.975 (in/hr); Ap 0.600; Fm - 0.585 (in/hr)l I ------------- ------- I ------ I___I ----- I ---- I ----- I ---- I ---- I ----- I ------ --------------- PEAK FLOW RATE TABLE I Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in/hr) Ae(Acres) NODE I 1 19.22 13.14 0.975 0.60 0.585 2.56 10.801 400,01 1 1 1 19.25 13.86 0.975 0.60 0.585 2.48 11.282 300.01 1 1 1 18.89 15.49 0.975 0.60 0.585 2.32 12.091 200.01 1 1 1 17.78 18.25 0.975 0.60 0.585 2.10 13.010 100.01 1 1 ------------- ------- ------ ------ --------------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- v 1-11-61.4 A .............. R A- T. -1 10, N_ A. L-1 M.E.T.H. 0—D. H-11 Y.D.R.O.L.O.G.Y.- C.O.M.P.U.T.E.R.. P. R.O.G.R.A.M ... PA.C.K.A.G.E.... (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 5 -YEAR DEVELOPED STUDY FOR WATER QUALITY • JN 652-1942 wli wq05.dat FILE NAME: WQ05.DAT TIME/DATE OF STUDY: 07:33 05/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODELA-- USER SPECIFIED STORM EVENT(YEAR) 5.00 IF a SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.8800 *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 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< mi Hill INITIAL SUBAREA FLOW-LENGTH(FEET) 590.00 ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) 39.41 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.706 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.346 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.48 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 2.35 TOTAL AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 11.71 0.98 2.35 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 39.41 DOWNSTREAM ELEVATION(FEET) 29.80 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.16 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.14 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) 13.32 5 YEAR RAINFALL INTENSITY(INCH/HR) 2.171 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.98 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) 1.40 EFFECTIVE AREA(ACRES) 2.46 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.46 - PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: 32 0.59 3.51 DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.78 FLOW VELOCITY(FEET/SEC.) = 3.66 DEPTH*VELOCITY(FT*FT/SEC.) 1.22 L014GEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 935.00 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>CO]MPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 29.80 DOWNSTREAM ELEVATION(FEET) 27.78 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIM.AL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.91 STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 15.24 5 YEAR RAINFALL INTENSITY(INCH/HR) 2.003 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.40 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) 0.51 EFFECTIVE AREA(ACRES) 2.86 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREMACRES) = 2.86 PEAK FLOW RATE(CFS) = [CPA 0.59 3.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY(FT*FT/SEC.) 0.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1195.00 FEET. FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.24 5 YEAR RAINFALL INTENSITY(INCHIHR) � 2*003 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION I USED)<<<<< UPSTREAM ELEVATION(FEET) 27.78 DOWNSTREAM ELEVATION(FEET) 25.80 STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Se'ction(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 7.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 17.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.14 STREET FLOW TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 17.89 5 YEAR RAINFALL INTENSITY(INCH/HR) 1.819 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 0.67 EFFECTIVE AREA(ACRES) 5.91 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0'.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) 6.78 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.71 0 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH-VELOCITY(FT*FT/SEC.) 1.12 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1560.00 FEET. LAND USE RESIDENTIAL GROUP (ACRES) (INCH/HR) (DECIMAL) CN "3-4 DWELLINGS/ACRE" A 1.14 0.98 0.60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.31 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) 3.13 EFFECTIVE AREA(ACRES) 5.31 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5-.31 PEAK FLOW RATE(CFS) = 6.78 FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION I USED)<<<<< UPSTREAM ELEVATION(FEET) 27.78 DOWNSTREAM ELEVATION(FEET) 25.80 STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Se'ction(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 7.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 17.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.14 STREET FLOW TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 17.89 5 YEAR RAINFALL INTENSITY(INCH/HR) 1.819 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 0.67 EFFECTIVE AREA(ACRES) 5.91 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0'.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) 6.78 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.71 0 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH-VELOCITY(FT*FT/SEC.) 1.12 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1560.00 FEET. FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 21.27 DOWNSTREAM(FEET) 21.08 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.23 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 6.78 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 17.99 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 17.99 RAINFALL INTENSITY(INCH/HR) = 1.81 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 5.91 TOTAL STREAM AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.78 FLOW PROCESS FROM NODE 200.00 TO NODE 220.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 485.00 ELEVATION DATA: UPSTREAM(FEET) 42.00 DOWNSTREAM(FEET) 29.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.211 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.546 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.81 .0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 1.43 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) Ap scs Tc (DECIMAL) CN (MIN.) 0.98 0.60 32 10.21 1.43 FLOW PROCESS FROM NODE 220.00 TO NODE 240.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 29.80 DOWNSTREAM ELEVATION(FEET) 25.80 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 9.91 AVERAGE FLOW VELOCITY(FEET/SEC.) 1.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.69 STREET FLOW TRAVEL TIME(MIN.) = 4.89 Tc(MIN.) = 15.10 5 YEAR RAINFALL INTENSITY(INCH/HR) 2.013 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) .(DECIMAL) CN RESIDENTIAL 11 3-4 DWELLINGS/ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) 1.67 EFFECTIVE AREA(ACRES) 2.11 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 2.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTB(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.74 FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC.) 0.75 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1055.00 FEET. FLOW PROCESS FROM NODE 240.00 TO NODE 160.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 21.49 DOWNSTREAM(FEET) 21.08 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.67 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 2.71 PIPE TRAVEL TIME(MIN.) 0.07 Tc(MIN.) = 15.18 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 160.00 1080.00 FEET. FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.18 RAINFALL INTENSITY(INCH/HR) = 2.01 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 2.11 TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 6.78 17.99 2 2.71 15.18 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.813 0.98( 0.59) 2.007 0.97( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.60 5.9 100.00 0.60 2.1 200.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE 000% STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE �lj 1 9.34 15.18 2.007 0.98( 0.59) 0.60 7.1 200.00 2 9.12 17.99 1.813 0.98( 0.59) 0.60 8.0 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.34 Tc(MIN.) = 15.18 EFFECTIVE AREA(ACRES) 7.10 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE' 160.00 = 1590.00 FEET. FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESlZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 21.08 DOWNSTREAM(FEET) 20.85 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.23 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 9.34 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 15.32 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 1635.00 FEET. FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.32 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.996 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.35 0.98 0.60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.12 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) 0.60 EFFECTIVE AREA(ACRES) 7.57 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) 8.49 PEAK FLOW RATE(CFS) 9.61 FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 20.85 DOWNSTREAM(FEET) 20.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH),INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.08 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 9.61 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 15.57 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.57 RAINFALL INTENSITY(INCH/HR) = 1.98 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 7.57 TOTAL STREAM AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.61 FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE 21 ---------------------------------------------------------------------------- ,>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< " << >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 0 INITIAL SUBAREA FLOW-LEMGTHIFEETI � 355*00 ELEVATION DATA: UPSTREAM(FEET) 38.40 DOWNSTREAM(FEET) 34.24 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10-501 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.504 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 "3-4 DWELLINGS/ACRE" A 0.81 0.98 0.60 32 10.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 1.40 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) 1.40 FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 34.24 DOWNSTREAM ELEVATION(FEET) 26.30 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 � Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.66 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.89 STREET FLOW TRAVEL TIME(MIN.) = 3-30 Tc(MIN.) = 13.80 5 YEAR RAINFALL INTENSITY(INCH/HR) 2.125 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) 2.22 EFFECTIVE AREA(ACRES) 2.41 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) 3.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) 9.91 X H FLOW VELOCITY(FEET/SEC.) = 2.85 DEPTH-VELOCITY(FT-FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 885.00 FEET. FLOW PROCESS FROM NODE 320.00 TO NODE 180.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.80 RAINFALL INTENSITY(INCH/HR) = 2.13 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 2.41 TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.34 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 9.61 15.57 1 9.32 18.38 2 3.34 13.80 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.977 0.98( 0.59) 1.790 0.98( 0.59) 2.125 0.98( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.60 7.6 200.00 0.60 8.5 100.00 0.60 2.4 300.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.77 13.80 2.125 0.98( 0.59) 0.60 9.1 300.00 2 12.63 15.57 1.977 0.97( 0.59) 0.60 10.0 200.00 3 11.93 18.38 1.790 0.98( 0.59) 0.60 10.9 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.77 Tc(MIN.) = 13.80 EFFECTIVE AREMACRES) 9.12 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREMACRES) = 10.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 20.50 DOWNSTREAM(FEET) 20.38 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.44 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 12.77 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 13.88 LONGEST FLOWPATH FROM NODE 100,00 TO NODE 190-00 = 1735.00 FEET. FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE ----------------------------------------------------- 7 ---------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.88 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 9.12 TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.77 FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 330.00 ELEVATION DATA: UPSTREAM(FEET) = 38.20 DOWNSTREAM(FEET) 34.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.234 5 YEAR RAINFALL INTENSITY(INCH/HR)'= 2.543 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.69 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 1.22 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) xw*-1 0.60 32 10.23 1.22 FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 34.40 DOWNSTREAM ELEVATION(FEET) 26.30 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.28 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.72 PRODUCT OF DEPTH&VELOCIT.Y(FT-FT/SEC.) 0.83 STREET FLOW TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 13.05 5 YEAR RAINFALL INTENSITY(INCH/HR) 2.198 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.02 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) 1.48 EFFECTIVE AREA(ACRES) 1.71 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 2.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) 8.28 FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH-VELOCITY(FT*FT/SEt.) 0.92 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 790.00 FEET. FLOW PROCESS FROM NODE 420.00 TO NODE 190.00 IS CODE 31 ---- ------- ---- ---- ------ -- ---- ------ -- ---- - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 22.10 DOWNSTREAM(FEET) 20.38 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.47 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.48 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 13.15 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 190.00 835.00 FEET. FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.15 RAINFALL INTENSITY(INCH/HR) = 2.19 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 1.71 wl_--Im oil L=1d m TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.48 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 12.77 13.88 1 12.63 15.64 1 11.93 18.45 2 2.48 13.15 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.118 0.98( 0.59) 1.971 0.97( 0.59) 1.785 0.98( 0.59) 2.188 0.97( 0.58) Ap Ae HEADWATER (ACRES) NODE 0.60 9.1 300.00 0.60 10.0 200.00 0.60 10.9 100.00 0.60 1.7 400.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 15.13 13.15 2.188 0.98( 0.59) 2 15.14 13.88 2.118 0.98( 0.59) 3 14.78 15.64 1.971 0.97( 0.59) 4 13.79 18.45 1.785 0.98( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.60 10.4 400.00 0.60 10.8 300.00 0.60 11.7 200.00 0.60 12.6 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 15.14 Tc(MIN.) 13.88 EFFECTIVE AREA(ACRES) 10.83 AREA -AVERAGED FM(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. FLOW PROCESS FROM NODE 190.00 TO NODE 999.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 20.38 DOWNSTREAM(FEET) 18.41 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.65 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 15.14 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 14.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 999.00 = 1815.00 FEET. FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.00 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.107 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 Avm*% SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) 0.40 SUBAREA RUNOFF(CFS) 0.55 EFFECTIVE AREA(ACRES) 11.23 AREA -AVERAGED FM(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) 13.01 PEAK FLOW RATE(CFS) 15.38 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 13.01 TC(MIN.) 14.00 EFFECTIVE AREA(ACRES) 11.23 AREA -AVERAGED FM(INCH/HR)= 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) 15.38 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.39 13.28 2.175 0.98( 0.59) 0.60 10.8 400.00 2 15.38 14.00 2.107 0.97( 0.59) 0.60 11.2 300.00 3 14.98 15.77 1.962 0.97( 0.59) 0.60 12.1 200.00 4 13.97 18.58 1.778 0.98( 0.59) 0.60 13.0 100.00 END OF RATIONAL METHOD ANALYSIS K - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 4 - DESCRIPTION OF STUDY: TRACT 16383 FONTANA 2 -YEAR DEVELOPED STUDY FOR WATER QUALITY JN 652-1942 wli wq02.dat ---------------------------------------- (SAN BERNARDINO COUNTY] ----------------------------------------- I I I FILE NAME:WQ02.DAT *ENGLISH UNITS* I CALCULATED BY: I TIME/DATE OF STUDY: 7:40 5/29/2006 1 CHECKED BY: I 2.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I PAGE NUMBER 1 OF I ----------------------------- [(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE) --------------------------- :--I I I ICONCENTRATION1 AREA (ACRES) ISOILIDEV. I Tt I TC I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN. I MIN. I (in/hr) I (Avg) I (cfs) I (ft) I ft/ftlFPS. I AND NOTES I I ------------- ------- ------ ------ --------------- ------------- ------- ------ ------ --------------- 1 5901.01881 IINITIAL SUBAREAl I 110.001 1.51 1.51 A 14D/ACI ---- 1 11,711.8110.5910.5851 1.61 ---- I ----- I ---- I --------------- I I ------------- I ------- I ------ I I I ----- I ---- I ---- I ----- I ------ 1 3451.02791 3.4lQest.= 2.1 1 1 1 1 56.ft-STREETI I I I I I I I I I I ID=0.29;D*V= 1.01 1 I I FLOW TO PT,#I I 1 1 1.71 1 1 1 1 1 1 1 IFLOODWIDTH- 6.71 1 1 1 120.001 1.01 2.461 A 14D/ACI ---- 1 13.411.6710.5910.5851 2.41 ---- I ----- --------------- I I I I ------------- I ------- I ------ I I ---- I ---- I ----- I ------ 1 2601.00781 2.11Qest.= 2.6 1 1 1 1 56.ft-STREET] I I I I I I I I I ID=0.36;D*V= 0.71 1 1 1 FLOW TO PTAJ I 1 1 2.11 1 1 1 1 1 1 1 IFLOODWIDTH=10.21 I 1 1 130.001 0.41 2,e6l A 14D/ACI ---- 1 15.511.5310.5910.5851 2.41 ---- I ----- I ---- I --------------- I I I I 1 1.11 1 A 14D/ACI 1 1 10.591 1 1 1 1 1 1 1 1 1 130.001 1.31 5.311 A 14D/ACI ---- 1 15.511.5310.5910.5851 4.51 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ------- I ------ I --- I I ---- I ----- I ------ 1 3651,00541 2.11Qest.- 4.7 1 1 1 1 56.ft-STREETI I I I I I I I I I ID=0.45;D*V- 0.91 1 1 1 FLOW TO PT.01 I 1 1 2.91 1 1 1 1 1 1 IFLOODWIDTH=14,51 I 1 1 140.001 0.61 5.911 A 14D/ACI ---- 1 18.411.3810.5910.5851 4.51 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 301.00631 4.7lQpipe- 4.521 1 1 1 1 1 1 1 1 1 1 1 1 ln=.0130 D= 0.691 1 160.001 1 1 1 0.11 1 1 1 1 1 1 1 1 24.0" -PIPE I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- 160.001 1 5.91 1 1 1 18.611.381 1 1 4.51 ---- I ----- I ---- [FOR CONFLUENCE ------------- ------- ------ ------ ----- I ---- I --------------- 1 4851.02521 .. IINITIAL SUBAREAl I 1 1 220.001 0.81 0.81 A 14D/ACI ---- 1 10.211.9710.5910.5851 1.01 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 5701.00701 1.8lQest.= 1.6 1 1 1 1 56.ft-STREETI I I I I I I I I I I ID-0-32;D*V= 0.61 1 1 1 FLOW TO PTAI I 1 1 5.31 1 1 1 1 1 1 1 IFLOODWIDTH- 8.31 1 1 1 240.001 1.31 2.111 A 14D/ACI ---- 1 15.511.5310.5910,5851 1.81 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I___I ----- I I ----- I ---- I ---- I ----- I ------ 1 251 .01641 5.OlQpipe= 1.801 1 I I I I I I I I I I I I I In -.0130 D= 0.341 1 1 160.001 1 1 1 0.11 1 1 1 1 1 1 1 1 24.0" -PIPE I -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- �E 0 U -------------------------------------------------------------------------------------------------------------- DESCRIPTION OF STUDY: TRACT 16383 FONTANA 2 -YEAR DEVELOPED STUDY FOR WATER QUALITY JN 652-1942 wli wq02,dat ---------------------------------------- (SAN BERNARDINO COUNTY] ----------------------------------------- I I FILE NAME:WQ02.DAT *ENGLISH UNITS* CALCULATED BY: TIME/DATE OF STUDY: 7:40 5/29/2006 CHECKED BY: 2.0 -YEAR STORM RATIONAL METHOD STUDY (A.MC II LOSSES) PAGE NUMBER 2 OF ----------------------------- [(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE) ------------------------------ I CONCENTRATION I AREA (ACRES) I SOIL I DEV. I Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) I(Avg)l(cfs) l(ft)lft/ftlFPS.1 AND NOTES I I ------------- I ------- I ------ ------ I --------------- I I ------------- I ------- I ------ ------ --------------- I I CONFLUENCE I PEAK FLOW RATE 6.3 (cfs) I I ANALYSIS I TIME OF CONCENTRATION(MIN.) = 15.6 LARGEST I I FOR POINT# I MEAN VALUES: Fp 0. 975 (in/hr) ; Ap = 0. 600; Fm = 0.585 (in/hr) I CONFLUENCE I I 160.001 EFFECTIVE AREA 7.08 (Acres); TOTAL AREA = 8.02 (Acres) I Q. 6.31 1 1 Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in/hr) Ae(Acres) NODE I I I 1 6.32 15.60 0.975 0.60 0,585 1.53 1 . 07 9 200.01 1 1 1 6.03 18.55 0.975 0.60 0.585 1.38 8.020 100.01 1 ------------- I ------- I ------ I___I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 451.00511 4.7lQpipe= 6.32 1 1 1 1 1 1 1 1 1 1 1 1 1 In -.0130 D= 0.881 1 170.001 1 1 1 0.21 1 1 1 1 1 1 1 1 24.0" -PIPE I I 1 0.31 1 A 14D/ACI 1 1 10.591 1 1 1 1 1 1 1 170.001 0.11 7.551 A 14D/ACI ---- 1 15.811.5210.5910.5851 6.31 ---- I ----- I ---- I ADD SUBAREA I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 751.00471 4.6lQpipe= 6,331 1 1 1 1 1 1 1 1 1 1 1 1 In=.0130 D= 0.901 1 180.001 1 1 1 0.31 1 1 1 1 1 1 1 1 24.0" -PIPE I I ------------- I ------- I ------ I___I ----- ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 1BO.001 1 7.51 1 1 ---- 1 16,011.501 1 1 6.31 ---- I ----- I ---- IFOR CONFLUENCE I I ------------- I ------- I ------ I I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I I I I I 1 1 3551.01171 .. IINITIAL SUBAREAl I 310,001 0.81 0.81 A 14D/ACI ---- 1 10.511.9310,5910.5851 1.01 ---- I ----- I ---- I --------------- I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 5301-01501 2.6lQest.= 1.7 1 1 56.ft-STREETI I I I I I I I I I I ID-0.30;0*V- 0.81 1 FLOW TO PT.#1 I 1 1 3.51 1 1 1 1 1 1 1 IFLOODWIDTH= 7.11 1 320.001 1.61 2.411 A 14D/ACI ---- 1 14.011.6310.5910.5851 2.31 ---- I ----- I ---- I --------------- I I I-------------------------------------------------------------------------------------------------------- I I -------------------------------------------------------------------------------------------------------------- 0 0 -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY! I TRACT 16383 FONTANA I 2 -YEAR DEVELOPED STUDY FOR WATER QUALITY I JN 652-1942 wli wq02.dat I ---------------------------------------- [SAN BERNARDINO COUNTY] ----------------------------------------- I FILE NAME:WQ02.DAT *ENGLISH UNITS* I CALCULATED BY: I TIME/DATE OF STUDY; 7:40 5/29/2006 1 CHECKED BY: I 2.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I PAGE NUMBER 3 OF I ----------------------------- [(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------ I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) I(Avg)l(cfs) l(ft)lft/ftlFPS.1 AND NOTES I I ------------- I ------- I ------ I ------ I I --------------- I I ------------- I ------- I ------ I ------ I I --------------- I I CONFLUENCE I PEAK FLOW RATE 8.6 (cfs) I I I ANALYSIS I TIME OF CONCENTRATION(MIN.) = 14.0 1 LARGEST I I FOR POINT# I MEAN VALUES: Fp 0.975 (in/hr); Ap = 0.600; Fm = 0.585 (in/hr) I CONFLUENCE I I 180.001 EFFECTIVE AREA 9.01 (Acres); TOTAL AREA - 10.90 (Acres)l Q= 8.61 1 1 Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in/hr) Ae(Acres) NODE I I I 1 8.56 14.02 0.9�5 0.60 0.585 1.63 9.014 300.01 1 1 1 8.32 16.03 0.975 0.60 0.585 1.50 9.959 200.01 1 1 1 7.70 18.99 0.975 0.60 0.585 1.36 10.900 100.01 1 1 ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 251.00461 5.OlQpipe- 8,561 1 1 1 1 1 1 1 1 1 1 1 1 1 ln=.0130 D- 1.071 1 1 190.001 1 1 1 0.11 1 1 1 1 1 1 1 1 24.0" -PIPE I I ------------- I ------- I ------ I --- I ----- I ---- ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 190.001 1 9.01 1 1 ---- 1 14.111.621 1 1 8.61 ---- I ----- I ---- IFOR CONFLUENCE I I ------------- I ------- I ------ I ------ I ---- I ----- I ---- I --------------- I I I I I I 1 1 3301.01151 .. IINITIAL SUBAREAl I 1 1 410.001 0.71 0.-71 A 14D/ACI ---- 1 10.211.9710.5910.5851 0.91 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 4601,01761 2.6lQest,= 1.4 1 1 1 1 56.ft-STREETI I I I I I I I I I I ID-0.28;D*V= 0.11 1 I I FLOW TO PT.#I I 1 1 3.01 1 1 1 1 1 1 1 JFLOODWIDTH- 5.81 1 1 1 420.001 1.01 1.711 A 14D/ACI ---- 1 13.211,6910.5910.5851 1.71 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I I I ----- I ---- I ---- I ----- I ------ 1 451 .03821 6.IlQpipe- 1.691 1 1 1 1 1 1 1 1 1 1 1 1 1 1 In -.0130 D= 0.271 1 190.001 1 1 1 0.11 1 1 1 1 1 1 24.0" -PIPE I I -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- Al IC -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: TRACT 16383 FONTANA 2 -YEAR DEVELOPED STUDY FOR WATER QUALITY JN 652-1942 wli wq02,dat ---------------------------------------- (SAN BERNARDINO COUNTY] ----------------------------------------- I I FILE NAME:WQ02.DAT *ENGLISH UNITS* I CALCULATED BY: I TIME/DATE OF STUDY: 7:40 5/29/2006 1 CHECKED BY: I 2.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I PAGE NUMBER 4 OF I ----------------------------- l(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------ I I lCONCENTRATION1 AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm 10 -SUM 1PATHISLOPE1 V I HYDRAULICS I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) I(Avg)l(cfs) l(ft)lft/ftlFPS.] AND NOTES I I ------------- I ------- I ------ I ------ I I --------------- I I ------------- I ------- I ------ I ------ I I --------------- I I CONFLUENCE I PEAK FLOW RATE 10.2 (cfs) I I I ANALYSIS I TIME OF CONCENTRATION(MIN.) - 13.3 1 LARGEST I I FOR POINTO I MEAN VALUES: Fp 0. 975 (in/hr) ; Ap = 0. 600; Fm - 0.585 (in/hr) I CONFLUENCE I I 190*.001 EFFECTIVE AREA 10.23 (Acres); TOTAL AREA - 12.61 (Acres) I Q. 10.21 1 1 1 Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in/hr) Ae(Acres) NODE I I 1 1 10.21 13.33 0.975 0.60 0.585 1.68 � 10.230 400.01 1 1 1 10.16 14.11 0.975 0.60 0.585 1.62 10.724 300.01 1 1 1 1 9.73 16.11 0.975 0.60 0.585 1.50 11,669 200.01 1 1 1 1 8.89 19.08 0.975 0.60 0.585 1.35 12.610 100.01 1 ------------- ------- ------ I ------ I ---- I ----- I ---- I --------------- I ------------- ------- ------ I ------ 1 801.02461 9.6lQpipe- 10.211 1 1 1 1 1 ln=.0130 D= 0.741 1 999.001 1 1 0.11 1 1 1 1 1 1 1 1 24.0" -PIPE I I 999.001 0.41 10.631 A 14D/ACI ---- 1 13.511.6710.5910.5851 10.31 ---- I ----- I ---- I ADD SUBAREA I I ------------- I ------- I ------ I --- ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 999.001 1 10.61 1 1 ---- 1 13.51 1 1 1 10.31 ---- I ----- I ---- ISTREAM SUMMARY I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I EFFECTIVE AREA - 10.63 Acres TOTAL AREA - 13.01 Acres PEAK FLOW RATE = 10.34 cfs I I I TIME OF CONCENTRATION(MIN.)= 13.47 MEAN VALUES: Fp 0.975 (in/hr); Ap 0.600; Fm 0.585 (in/hr)l I ------------- ------- I ------ I --- I ----- I ---- ---- ---- I ----- I ------ --------------- PEAK FLOW RATE TABLE I Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in/hr) Ae(Acres) NODE I 1 10.34 13.47 0.975 0.60 0.585 1.67 10.630 400.01 1 10.28 14.25 0,975 0.60 0.585 1.61 11.124 300.01 1 9.82 16.26 0.975 0.60 0.585 1.49 12.069 200.01 1 1 1 8.91 19.22 0.975 0.60 0.585 1.35 13.010 100.01 1 ------------- ------- ------ ------ --------------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 2 -YEAR DEVELOPED STUDY FOR WATER QUALITY • JN 652-1942 wli wq02.dat FILE NAME: WQ02.DAT TIME/DATE OF STUDY: 07:46 05/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- AdIONk USER SPECIFIED STORM EVENT(YEAR) 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.6800 *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 28.0 18.0 0.020/0.0 . 20/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< X, �4_1 I, L7� 14 �q INITIAL SUBAREA FLOW-LENGTH(FEET) 590.00 ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) 39.41 TC = K*L(LENGTH** 3.00MELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.706 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.813 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.48 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 1.64 TOTAL AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 11.71 1.64 FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 39.41 DOWNSTREAM ELEVATION(FEET) 29.60 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 6.66 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.34 PRODUCT OF DEPTE&VELOCITY(FT*FT/SEC.) 0.97 STREET FLOW TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 13.43 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.670 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS T 'A 10 r) T 7 Q v r-pnrip (ACRF91 (TNCH/HRI (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.98 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) 0.96 EFFECTIVE AREA(ACRES) 2.46 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREMACRES) = 2.46 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: 32 0.59 2.40 DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.16 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH*VELOCITY(FT*FT/SEC.) 1.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 935.00 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 29.80 DOWNSTREAM ELEVATION(FEET) 27.78 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) �0.75 STREET FLOW TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 15.52 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.531 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (IkH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) 0.34 EFFECTIVE ARZA(ACRES) 2.86 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) = 2.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) 9.97 FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH*VELOCITY(FT*FT/SEC.) 0.74 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1195.00 FEET. FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.52 2 YEAR RAINFALL INTENSITY(INCHIHR) = 1,531 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS * * * * * * * * * * * * * * * * * * 4 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 27.78 DOWNSTREAM ELEVATION(FEET) 25.80 STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.74 STREETFLOW MODEL RESULTS US ING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.93 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 18.45 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.380 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) 0.60 SUBAREA RUNOFF(CFS) 0.43 EFFECTIVE AREA(ACRES) 5.91 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) 4.52 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.18 CD FLOW VELOCITY(FEETISEC.) = 2*01 DEPTH*VELOCITY(FT*FTISEC 0,91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1560.00 FEET. LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.14 0.98 0.60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.31 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) 2.09 EFFECTIVE AREA(ACRES) 5.31 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.31 PEAK FLOW RATE(CFS) = 4.52 * * * * * * * * * * * * * * * * * * 4 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 27.78 DOWNSTREAM ELEVATION(FEET) 25.80 STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.74 STREETFLOW MODEL RESULTS US ING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.93 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 18.45 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.380 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) 0.60 SUBAREA RUNOFF(CFS) 0.43 EFFECTIVE AREA(ACRES) 5.91 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) 4.52 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.18 CD FLOW VELOCITY(FEETISEC.) = 2*01 DEPTH*VELOCITY(FT*FTISEC 0,91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1560.00 FEET. FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 21.27 DOWNSTREAM(FEET) 21.08 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.68 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 4.52 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 18.55 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 18.55 RAINFALL INTENSITY(INCH/HR) = 2.38 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 5.91 TOTAL STREAM AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.52 4 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 200.00 TO NODE 220.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 485.00 ELEVATION DATA: UPSTREAM(FEET) = 42.00 DOWNSTREAM(FEET) 29.80 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.211 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.968 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.81 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 1.01 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 10.21 0.98 1.01 FLOW PROCESS FROM NODE 220.00 TO NODE 240.00 IS CODE 62 0 -------------------------------- >X>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<< < < >>>>>(STREET TABLE SECTION 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 29.80 DOWNSTREAM ELEVATION(FEET) 25.80 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.28 AVERAGE FLOW VELOCITY(FEET/SEC.) 1.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.58 STREET FLOW TRAVEL TIME(MIN.) = 5.31 Tc(MIN.) = 15.52 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.531 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL uApmok 3-4 DWELLINGS/ACRE" A 1.30 0.98 0.60 32 l S"UBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) 1.11 EFFECTIVE AREA(ACRES) 2.11 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 1.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) 8.84 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) 0.62 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1055.00 FEET. FLOW PROCESS FROM NODE 240.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 21.49 DOWNSTREAM(FEET) 21.08 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.03 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.80 PIPE TRAVEL TIME(MIN.) = 0,01 Tc(MIN.) = 15.60 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 160.00 = 1080.00 FEET. FLOW PROCESS FROM NODE 160-00 TO NODE 160.00 IS CODE 1 ---- ------- ---- ---- ------ -- ---- ------ -- ---- - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.60 RAINFALL INTENSITY(INCH/HR) = 1.53 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 2.11 TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.80 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 4.52 18.55 2 1.80 15.60 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.375 0.98( 0.59) 1.526 0.97(-0.59) Ap Ae HEADWATER (ACRES) NODE 0.60 5.9 100.00 0.60 2.1 200.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW R.ATE(CFS) = 6.32 Tc(MIN.) =' 15.60 EFFECTIVE AREA(ACRES) 7.08 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 21.08 DOWNSTREAM(FEET) 20.85 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.74 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 6.32 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 15.76 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 1635.00 FEET. FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE 81 ** PEAK FLOW RATE TABLE ** STREAM Q Tc intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.32 15.60 1.526 0.98( 0.59) 0.60 7.1 200.00 2 6.03 18.55 1.375 0.98( 0.59) 0.60 8.0 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW R.ATE(CFS) = 6.32 Tc(MIN.) =' 15.60 EFFECTIVE AREA(ACRES) 7.08 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 21.08 DOWNSTREAM(FEET) 20.85 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.74 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 6.32 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 15.76 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 1635.00 FEET. FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.76 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.517 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.35 0.98 0.60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.12 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) 0.39 EFFECTIVE AREA(ACRES) 7.55 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) 8.49 PEAK FLOW RATE(CFS) 6.33 FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 31 --------------------------------------------------------------- ------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 20.85 DOWNSTREAM(FEET) 20.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 21*000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.59 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) 6.33 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 16.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 16.03 RAINFALL INTENSITY(INCH/HR) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 7.55 TOTAL STREAM AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.33 FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE 21 ---------------------------------------------------------------------------- '�,>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS," <<<< e , >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< All H INITIAL SUBAREA FLOW-LENGTH(FEET) 355.00 ELEVATION DATA: UPSTREAM(FEET) = 38.40 DOWNSTREAM(FEET) 34.24 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.501 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.935 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACR E" A - 0.81 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 0.98 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) ARM 0.60 , 32 10-50 am * * * * * * * * * * * * * * * * * * * * * * * * * 4 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 34.24 DOWNSTREAM ELEVATION(FEET) 26.30 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.09 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.75 STREET FLOW TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 14.02 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.627 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) 1.50 EFFECTIVE AREA(ACRES) 2.41 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) = 2.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) 8.22 FLOW VELOCITYIFEETISEC.1 � 2,61 DEPTH*VELOCITYIFT*FTISEC.1 � 0,81 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 885.00 FEET. FLOW PROCESS FROM NODE 320.00 TO NODE 180.00 IS CODE I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.02 RAINFALL INTENSITY(INCH/HR) = 1.63 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 2.41 TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.26 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.33 16.03 1.501 0.97( 0.59); 0.60 7.5 200.00 1 6.03 18.99 1.356 0.98( 0.59) 0.60 8.5 100.00 2 2.26 14.02 1.627 0.98( 0.59) 0.60 2.4 300.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.56 14.02 1.627 0.97( 0.59) 0.60 9.0 300.00 2 8.32 16.03 1.501 0.98( 0.59) 0.60 10.0 200.00 3 7.70 18.99 1.356 0.98( 0.59) 0.60 10.9 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.56 Tc(MIN.) = 14.02 EFFECTIVE AREA(ACRES) 9.01 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) � 10.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<-�<<< ELEVATION DATA: UPSTREAM(FEET) 20.50 DOWNSTREAM(FEET) 20.38 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.00 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 8.56 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.11 40"I'L LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. i�j FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.11 RAINFALL INTENSITY(INCH/HR) = 1.62 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 9.01 TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.56 * ** * * * * * * * ** * * * * * * * * * * * * * * * * ** * 0, * * -k * * ** * ** ** ** * ** * ** * * * ** ** *** *** * * * * * ****** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 330.00 ELEVATION DATA: UPSTREAM(FEET) = 38.20 DOWNSTREAM(FEET) 34.40 FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 34.40 DOWNSTREAM ELEVATION(FEET) 26.30 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.234 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1,965 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 "3-4 DWELLINGS/ACRE" A 0.69 0.98 0.60 32 10.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 0.86 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) 0.86 FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 34.40 DOWNSTREAM ELEVATION(FEET) 26.30 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 #OP% Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 L 0 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 V*A*W **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 5.84 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.71 STREET FLOW TRAVEL TIME(MIN.) = 2.99 Tc(MIN.) = 13.22 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.685 SUBAREA LOSS RATE DATA(AMC Il): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.02 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) 1.01 EFFECTIVE AREA(ACRES) 1.71 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 1.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) 6.72 FLOW VELOCITY(FEET/SEC.) = 2.64 DEPTH*VELOCITY(FT*FT/SEC.) 0.77 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 790.00 FEET. ......... * ........... .......... *_ * , FLOW PROCESS FROM NODE 420.00 TO NODE 190.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAN(FEET) 22.10 DOWNSTREAM(FEET) 20.38 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.67 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.69 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.33 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 190.00 835.00 FEET. FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.33 RAINFALL INTENSITY(INCH/HR) = 1.68 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 1.71 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.69 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.56 14.11 1.621 0.97( 0.59) 0.60 9.0 300.00 1 8.32 16.11 1.496 0.98( 0.59) 0.60 10.0 200.00 1 7.70 19.08 1.352 0.98( 0.59) 0.60 10.9 100.00 2 1.69 13.33 1.677 0.97( 0.58) 0.60 1.7 400.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 10.21 13.33 1.677 0.97( 0.59) 2 10.16 14.11 1.621 0.97( 0.59) 3 9.73 16.11 1.496 0.98( 0.59) 4 8.89 19.08 1.352 0.98( 0.59) Ap Ae HEADWATER (ACRES) NODE 0.60 10.2 400.00 0.60 10.7 300.00 0.60 11.7 200.00 0.60 12.6 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.21 Tc(MIN.) = 13.33 EFFECTIVE AREA(ACRES) 10.23 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRESI � 12,61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. FLOW PROCESS FROM NODE 190.00 TO NODE 999.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 20.38 DOWNSTREAM(FEET) 18.41 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.59 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 10.21 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 13.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 999.00 = 1815.00 FEET. FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.47 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.666 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap Scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) 0.39 EFFECTIVE AREA(ACRES) 10.63 AREA -AVERAGED FM(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) 13.01 PEAK FLOW RATE(CFS) 10.34 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 13.01 TC(MIN.) 13.47 EFFECTIVE-AREA(ACRES) 10.63 AREA -AVERAGED FM(INCH/HR)= 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) 10.34 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 10.34 13.47 1.666 0.97( 0.59) 0.60 10.6 400.00 2 10.28 14.25 1.611 0.97( 0.59) 0.60 11.1 300.00 3 9.82 16.26 1.489 0.98( 0.59) 0.60 12.1 200.00 4 8.91 19.22 1.346 0.98( 0.59) 0.60 13.0 100.00 END OF RATIONAL METHOD ANALYSIS W I ul K -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: I TRACT 16383 FONTANA 1 -YEAR DEVELOPED STUDY FOR WATER QUALITY JN 652-1942 wli wq0l.dat ---------------------------------------- [SAN BERNARDINO COUNTY) ----------------------------------------- I I I FILE NAME:WQ01.DAT *ENGLISH UNITS* I CALCULATED BY: TIME/DATE OF STUDY: 7:57 5/29/2006 1 CHECKED BY: 1.0 -YEAR STORM RATIONAL METHOD STUDY (AMC Il LOSSES) I PAGE NUMBER I OF ----------------------------- [(c) 1983-2004 ADVANCED ENGI14EERING SOFTWARE) ------------------------------ I ]CONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) l(Avg)l(cfs) l(ft)lft/ftlFPS.1 AND NOTES I I ------------- ------- ------ ------ --------------- ------------- ------- ------ ------ --------------- 1 1 5901.01881 JINITIAL SUBAREAl I 110.001 1.51 1.51 A 14D/ACI ---- 1 11.711.4110.5910,5851 1.11 ---- I ----- I ---- I --------------- I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 3451.02791 3.2lQest.- 1.4 1 1 56.ft-STREETI I I I I I I I I I I ID=0.26;D*V= 0.81 1 FLOW TO PTAI I I 1 1.81 1 1 1 1 1 1 1 IFLOODWIDTH= 5.11 1 120.001 1.01 2.461 A 14D/ACI ---- 1 13.511.3010.5910.5851 1.61 ---- I ----- I ---- I --------------- I I ------------- I ------- I ------ I I I ---- I ----- I ------ 1 2601.00781 1.9lQest.- 1.7 1 1 56.ft-STREETI I I I I I I I I I I ID-0.33;D*V- 0.61 1 FLOW TO PT.#I I 1 1 2.31 1 1 1 1 1 1 1 IFLOODWIDTH- 8.31 1 130.001 0.41 2,861 A 14D/ACI ---- 1 15.811.1810,5910.5851 1.61 ---- I ----- I ---- I --------------- I I 1 1.11 1 A 14D/ACI 1 1 10.591 1 1 1 1 1 1 1 130.001 1.31 5.311 A 14D/ACI ---- 1 15.811.1810.5910.5851 2.81 ---- I ----- I ---- I ADD SUBARE� I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 3651.00541 1.9lQest.- 3.0 1 1 56,ft-STREETI I I I I I I I I I I ID=0.40;D*V= 0.71 1 FLOW TO PT.#I I 1 1 3.31 1 1 1 1 1 1 1 IFLOODWIDTH=11.91 I 140.001 0.61 5,911 A 14D/ACI ---- 1 19,111.0510.5910.5851 2.81 ---- I ----- I ---- I --------------- I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 301.00631 4.11Qpipe- 2.84 1 1 1 1 1 1 1 1 1 1 1 1 1 In -.0130 D- 0.541 1 1 160.001 1 1 1 0.11 1 1 1 1 1 1 1 1 24.0" -PIPE I I ------------- I ------- I ------ I___I ----- I ---- ---- ----- I ------ I ---- I ----- I ---- I --------------- I I 160.001 1 5.91 1 1 ---- 1 19.211.051 1 1 2.61 ---- I ----- I ---- IFOR CONFLUENCE I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I I I I I .. I I I I 1 1 4851.02521 .. IINITIAL SUBAREA[ I 220.001 0.81 0.81 A 14D/ACI ---- 1 10.211.5310.5910.5851 0.71 ---- I ----- I ---- I --------------- I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 5701.00701 1,7lQest.- 1.0 1 1 56.ft-STREETI I I I I I I I I I I ID=0.29;D*V- 0.51 1 1 FLOW TO PTAI I 1 1 5.71 1 1 1 1 1 1 1 IFLOODWIDTH= 6,61 1 1 240.001 1.31 2.111 A 14D/ACI ---- 1 15.911.1810.5910.5851 1.11 ---- I ----- I ---- I --------------- I I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 251 .01641 4.4lQpipe= 1.121 1 1 1 1 1 1 1 1 1 1 1 1 1 In=.0130 D= 0.271 1 1 160.001 1 1 1 0.11 1 1 1 1 1 1 1 1 24.0" -PIPE I -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- A -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: I TRACT 16383 FONTANA 1 -YEAR DEVELOPED STUDY FOR WATER QUALITY JN 652-1942 wli wq0l.dat ---------------------------------------- (SAN BERNARDINO COUNTY] ----------------------------------------- I I I FILE NAME:WQ01.DAT *ENGLISH UNITS* I CALCULATED BY: I TIME/DATE OF STUDY: 7:57 5/29/2006 1 CHECKED BY: I 1.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I PAGE NUMBER 2 OF I ----------------------------- [(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------ I I lCONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN. I MIN,l (in/hr) I (Avg) I (cfs) I (ft) Ift/ftIFPS.1 AND NOTES I I I------------- I ------- I ------ I ------ I I --------------- I I I------------- I ------- I ------ I ------ I I --------------- I I I CONFLUENCE I PEAK FLOW RATE 4.0 (cfs) I I I I ANALYSIS I TIME OF CONCENTRATION(MIN.) = 16.0 1 LARGEST I I I FOR POINT# I MEAN VALUES: Fp 0.975 (in/hr); Ap = 0.600; Fm = 0.585 (in/hr) I CONFLUENCE I I 1 160.001 EFFECTIVE AREA 7.03 (Acres); TOTAL AREA = 8.02 (Acres) I Q. 4.01 1 1 Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in/hr) Ae(Acres) NODE I I I 1 3.96 16.00 0.975 0.60 0,585 1.17 7.032 200.01 1 1 1 3.73 19.21 0.975 0.60 0.585 1.05 8.020 100.01 1 ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- ------ I ---- I ----- I ---- I --------------- I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 451.00511 4.2lQpipe= 3.961 1 1 1 1 1 1 1 1 1 1 1 1 In=.0130 D= 0.681 1 1 170.001 1 1 1 0.21 1 1 1 1 1 1 1 1 24.0" -PIPE I I 1 0.31 1 A 14D/ACI 1 1 10.591 1 1 1 1 1 1 1 170.001 0.11 7.501 A 14D/ACI ---- 1 16.211.1610.5910.5851 4.01 ---- I ----- I ---- I ADD SUBAREA I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 751.00471 4.OlQpipe- 3.961 t I I I I I I I I I I I ln=.0130 D- 0.701 1 180.001 1 1 1 0.31 1 1 1 1 1 1 1 1 24.0" -PIPE I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 180.001 1 7.51 1 1 ---- 1 16.511.151 1 1 4.01 ---- I ----- 1----IFOR CONFLUENCE I I ------------- ------- ------ ------ I ---- I ----- I ---- I --------------- I I 1 3551.01171 .. IINITIAL SUBAREAl I 310,001 0.81 0.81 A 14D/ACI ---- 1 10.511.5110.5910.5851 0.71 ---- I ----- I ---- I --------------- I I ------------- I ------- I ------ I --- I ----- I I ---- I ----- I ------ 1 5301.01501 2.4lQest.- 1.2 1 1 56.ft-STREETI I I I I I I I I I I ID-0.27;D*V- 0.71 1 FLOW TO PTAJ I 1 1 3.81 1 1 1 1 1 1 1 IFLOODWIDTH- 5.51 1 1 1 320.001 1.61 2.411 A 14D/ACI ---- 1 14.311.2510.5910.5851 1.51 ---- I ----- I ---- I --------------- I I -------------------------------------------------------------------------------------------------------- I I -------------------------------------------------------------------------------------------------------------- It] -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: I I TRACT 16383 FONTANA I 1 -YEAR DEVELOPED STUDY FOR WATER QUALITY JN 652-1942 wli wq0l.dat ---------------------------------------- (SAN BER14ARDINO COUNTY) ----------------------------------------- I I FILE NAME:WQ01.DAT *ENGLISH UNITS* I CALCULATED BY: I TIME/DATE OF STUDY: 7:57 5/29/2006 1 CHECKED BY: 1.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I PAGE NUMBER 3 OF ----------------------------- C(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------ I I I ICONCENTRATION1 AREA (ACRES) ISOILIDEV.] Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) I(Avg)](Cfs) I(ft)Ift/ftIFPS.I AND NOTES I I I------------- I ------- I ------ I___I ------ I --------------- I I I------------- I ------- I ------ I --- I ------ I --------------- I I I CONFLUENCE I PEAK FLOW RATE 5.4 (cfs) I I I ANALYSIS I TIME OF CONCENTRATION(MIN.) = 14.3 LARGEST I I I FOR POINT# I MEAN VALUES: Fp 0.975 (in/hr); Ap = 0.600; Fm = 0.585 (in/hr) I CONFLUENCE I I 1 180.001 EFFECTIVE AREA 8.91 (Acres); TOTAL AREA = 10.90 (Acres)l Q_ 5.41 1 1 1 Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in/hr) Ae(Acres) NODE I I 5.41 14.28 0.975 0.60 0.585 1.25 8.909 300.01 1 '5.19 16.48 0.975 0.60 0.585 1.15 9.912 200.01 1 1 4.70 19.70 0.975 0.60 0.585 1.03 10.900 100.01 1 1 ------------- ------- I ------ I___I ----- I ---- ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I ------------- ------- I ------ I --- I ----- I I ----- I ---- I ---- I I ------ 1 251.00481 4.4lQpipe= 5,411 1 1 1 1 1 1 1 ln=.0130 D= 0.821 1 1 1 190.001 1 1 1 0.11 1 1 1 1 24.0" -PIPE I I I ------------- I ------- I ------ I --- I ----- I ---- I ------ I ---- I ----- I ---- I --------------- I I 1 190,001 1 8.91 1 1 1 14.411.251 1 1 5.41 ---- I ----- I ---- IFOR CONFLUENCE I I I------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I I ------ I ---- I ----- I ---- I --------------- I I I I I I I I I I I I 1 1 3301.01151 .. IINITIAL SUBAREAl I 1 1 410.001 0.71 0.71 A. 14D/ACI ---- 1 10.211.5310.5910.5851 0.61 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ------ 1 4601.01761 2.5lQest.- 0.9 1 1 1 1 56.ft-STREETI I I I I I I I I I I ID-0.24;D*V- 0.61 1 1 1 FLOW TO PT.#I I 1 1 3.11 1 1 1 1 1 1 1 IFLOODWIDTH= 4,31 1 1 1 420.001 1.01 1,711 A 14D/ACI ---- 1 13.311.3110.5910.5851 1.11 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I___I ----- I I I ----- I ------ 1 451-03821 5.9lQpipe- 1.111 1 I I I I I I I I I I I I I In -.0130 D= 0.221 1 1 1 190.001 1 1 1 0.11 1 1 1 1 1 1 24.0" -PIPE I I -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: TRACT 16383 FONTANA I -YEAR DEVELOPED STUDY FOR WATER QUALITY JN 652-1942 wli wq0l,dat ---------------------------------------- (SAN BER14ARDINO COUNTY) ----------------------------------------- I FILE NAME:WQ01-DAT *ENGLISH UNITS* CALCULATED BY: I TIME/DATE OF STUDY: 7 : 57 5/29/2006 CHECKED BY: I I I 1.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER 4 OF I I I ----------------------------- f(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE) ------------------------------ I I lCONCENTRATION1 AREA (ACRES) ISOILIDEV. I Tt I Tc I I I Fm I Fm 10 -SUM 1PATHISLOPE1 V I HYDRAULICS I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.[ (in/hr) I(Avg)l(cfs) l(ft)lft/ft[FPS.1 AND NOTES I I I------------- I ------- I ------ I ------ --------------- I I I------------- I ------- I ------ 1---1 ------ --------------- I I I CONFLUENCE I PEAK FLOW RATE 6.5 (cfs) I I I ANALYSIS I TIME OF CONCENTRATION(MIN.) = 13.5 LARGEST I I FOR POINT# I MEAN VALUES: Fp 0.975 (in/hr); Ap = 0.600; Fm = 0.585 Un/hr) I CONFLUENCE I I 190.001 EFFECTIVE AREA 10.06 (Acres): TOTAL AREA = 12-61 (Acres) i Q. 6.51 1 Q(cfs) Tc(min) Fp(aVg) Ap(avg) Fm (a vg) I(in/hr) Ae(Acres) NODE I I I 6.52 13.47 0.975 0.60 0.585 1.30 10.059 400.01 1 1 1 6.45 14.37 0.975 0.60 0.585 1.25 10.619 300.01 1 1 1 6.06 16.58 0.975 0.60 0.585 1.15 11.622 200.01 1 1 1 5.40 19.80 0.975 0.60 0.585 1.03 12.610 100.01 1 1 ------------- ------- ------ I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I ------------- ------- ------ I ----- I ---- I ---- I ----- I ------ 1 801.02461 8.5lQpipe- 6.521 1 1 1 1 1 1 1 1 1 ln=.0130 D= 0.591 1 1 999.001 1 1 1 0.21 1 1 1 1 1 1 1 1 24.0" -PIPE I I 1 999.001 0.41 10.461 A 14D/ACI ---- 1 13.611.2910.5910.5851 6.61 ---- I ----- I ---- I ADD SUBAREA I I I------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 1 999.001 1 10.51 1 1 ---- 1 13.61 1 6.61 ---- I ----- I ---- ISTREAM SUMMARY I I I------------- I ------- I ------ I --- I ----- I ---- I ----- I I ------ I ---- I ----- I ---- I --------------- I I I EFFECTIVE AREA - 10.46 Acres TOTAL AREA = 13.01 Acres PEAK FLOW RATE = 6.63 cfs I I I TIME OF CONCENTRATION (MIN.) - 13.63 MEAN VALUES: Fp 0.975 (in/hr); Ap 0.600; Fm - 0.585 (in/hr)l I ------------- ------- I ------ I --- I ----- I ---- I ----- I ---- ---- I ----- I ------ --------------- PEAK FLOW RATE TABLE I Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) l(in/hr) Ae(Acres) NODE 1 6.63 13.63 0.975 0.60 0,585 1.29 10.459 400.01 1 6.51 14.53 0.975 0.60 0.585 1.24 11.019 300.01 1 1 1 6.06 16.74 0.975 0.60 0.585 1.14 12.022 200.01 1 1 1 5.40 19.97 0.975 0.60 0.585 1.03 13.010 100.01 1 --------------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 1 -YEAR DEVELOPED STUDY FOR WATER QUALITY • JN 652-1942 wli wq0l.dat FILE NAME: WQ01.DAT TIME/DATE OF STUDY: 07:57 05/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 1.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.5300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIQNAL 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 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 590.00 ELEVATION DATA: UPSTREAM(FEET) 50.50 DOWNSTREAM(FEET) 39.41 Tc = K*I(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.706 1 YEAR RAINFALL INTENSITY(INCH/HR) = 1.413 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 "3-4 DWELLINGS/ACRE" A 1.48 0.98 0-60 32 11.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 1.10 TOTAL AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) 1.10 FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # I USED)<<<<< UPSTREAM ELEVATION(FEET) 39.41 DOWNSTREAM ELEVATION(FEET) 29.80 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) � 11,00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.09 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.82 STREET FLOW TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 13.53 1 YEAR RAINFALL INTENSITY(INCH/HR) 1.295 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.98 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) 0.63 EFFECTIVE AREA(ACRES) 2.46 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 it TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: 32 0.59 1.57 DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 5.53 FLOW VELOCITY(FEET/SEC.) = 3.17 DEPTH-VELOCITY(FT-FT/SEC.) 0.85 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 935.00 FEET. . * � * . * * * * * * * * * * * * * * * 'k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 29.80 DOWNSTREAM ELEVATION(FEET) 27.78 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.34 AVERAGE FLOW VELOCITY(FEET/SEC.) 1.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.62 STREET FLOW TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 15.81 1 YEAR RAINFALL INTENSITY(INCH/HR) 1.180 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) 0.21 EFFECTIVE AREA(ACRES) 2.86 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.86 PEAK FLOW RATE(CFS) 1.57 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS- DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) 8.03 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) 0.60 LONGEST FLOWPATH FROM NODE 100.00 TO.NODE 130.00 = 1195.00 FEET. FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.81 1 YEAR RAINFALL INTENSITY(INCH/HR) = 1.180 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ LAND USE SCS SOIL AREA Fp Ap GROUP (ACRES) (INCH/HR) (DECIMAL) SCS CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.14 0.96 0.60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.31 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) 1.31 EFFECTIVE AREA(ACRES) 5.31 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.31 PEAK FLOW RATE(CFS) = 2.84 FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # I USED)<<<<< UPSTREAM ELEVATION(FEET) 27.78 DOWNSTREAM ELEVATION(FEET) 25.80 STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.74 STREET FLOW TRAVEL TIME(MIN.) = 3.27 Tc(MIN.) = 19.09 1 YEAR RAINFALL INTENSITY(INCH/HR) 1.054 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.60 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 , SUBAREA RUNOFF(CFS) 0. EFFECTIVE AREA(ACRES) 5.91 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE SCS CN 32 25 0.59 2.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) � 0*39 HALFSTREET FLOOD WIDTH(FEET) � 11*51 FLOW VELOCITY(FEET/SEC.) = 1.86 DEPTH*VELOCITY(FT*FT/SEC.) 0.72 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 1560.00 FEET. ... F ......................................................................... LOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 21-27 DOWNSTREAM(FEET) 21.08 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.10 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 2.84 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 19.21 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. FLOW PROCESS FROM NODE 160.00 TO NODE 160-00 IS CODE I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< * * * * * * * 1� * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 200.00 TO NODE 220-00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 485.00 ELEVATION DATA: UPSTREAM(FEET) = 42.00 DOWNSTREAM(FEET) 29.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.211 1 YEAR RAINFALL INTENSITY(INCH/HR) = 1.534 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 "3-4 DWELLINGS/ACRE" A 0.81 0.98 0.60 32 10.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 0.69 TOTAL AREA(ACRES) 0.81 PEAK FLOW RATE(CFS) 0.69 FLOW PROCESS FROM NODE 220.00 TO NODE 240.00 IS CODE = 62 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.21 RAINFALL INTENSITY(INCH/HR) = 1.05 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.96 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 5.91 TOTAL STREAM AREA(ACRES) = 5.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.84 * * * * * * * 1� * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 200.00 TO NODE 220-00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 485.00 ELEVATION DATA: UPSTREAM(FEET) = 42.00 DOWNSTREAM(FEET) 29.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.211 1 YEAR RAINFALL INTENSITY(INCH/HR) = 1.534 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 "3-4 DWELLINGS/ACRE" A 0.81 0.98 0.60 32 10.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 0.69 TOTAL AREA(ACRES) 0.81 PEAK FLOW RATE(CFS) 0.69 FLOW PROCESS FROM NODE 220.00 TO NODE 240.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 29.80 DOWNSTREAM ELEVATION(FEET) 25.80 STREET LENGTH(FEET) = 570.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 6.59 AVERAGE FLOW VELOCITY(FEET/SEC.) 1.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.48 STREET FLOW TRAVEL TIME(MIN.) = 5.69 Tc(MIN.) = 15.90 I YEAR RAINFALL INTENSITY(INCH/HR) 1.176 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) 0.69 EFFECTIVE AREA(ACRES) 2.11 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 1.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) 6.91 FLOW VELOCITY(FEET/SEC.) = 1.68 DEPTH*VELOCITY(FT*FT/SEC.) 0.50 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 = 1055.00 FEET. FLOW PROCESS FROM NODE 240.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 21.49 DOWNSTREAM(FEET) 21.08 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.36 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 1.12 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 16.00 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 160.00 = 1080.00 FEET. FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>X>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.00 RAINFALL INTENSITY(INCH/HR) = 1.17 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 2.11 TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.84 19.21 1.050 0.98( 0.59) 0.60 5.9 100.00 2 1.12 16.00 1.172 0.97( 0.59) 0.60 2.1 200.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.96 16.00 1.172 0.97( 0.59) 0.60 7.0 200.00 2 3.73 19.21 1.050 0.98( 0.59) 0.60 8.0 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.96 Tc(MIN.) = 16.00 EFFECTIVE AREA(ACRES) 7.03 AREA -AVERAGED Fm(INCN/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1590.00 FEET. FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 21.08 DOWNSTREAM(FEET) 20.85 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.18 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 3.96 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN-) = 16.17 ooft, LONGEST FLOWPATH FROM NODE 1 00.00 TO NODE 170.00 = 1635.00 FEET. FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 -->>>>>ADDITION-OF-SUBAREA-TO-MAINLINE-PEAK-FLOW<<<<< ----------------------- MAINLINE Tc(MIN) = 16.17 1 YEAR RAINFALL INTENSITY(INCH/HR) = 1.164 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.35 0.98 0.60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.12 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) 0.24 EFFECTIVE AREA(ACRES) 7.50 AREA -AVERAGED Fm(INCH/BR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) 3-96 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 20.85 DOWNSTREAM(FEET) 20.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.05 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 3.96 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) 16.48 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.48 RAINFALL INTENSITY(INCH/HR) = 1.15 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 7.50 TOTAL STREAM AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.96 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 4 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ANN-` INITIAL SUBAREA FLOW-LENGTH(FEET) 355.00 ELEVATION DATA: UPSTREAM(FEET) 38.40 DOWNSTREAM(FEET) 34.24 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.501 1 YEAR RAINFALL INTENSITY(INCH/HR) = 1.508 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.81 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 0.67 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) Ap SCS Tc .(DECIMAL) CN (MIN.) 03NM 0.60 32 10.50 * * * * * * * * * * * * * * * * * * * * * * * * * * * * 4, * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 34.24 DOWNSTREAM ELEVATION(FEET) 26.30 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTO�, for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 5.53 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.34 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.63 STREET FLOW TRAVEL TIME(MIN.) = 3.78 Tc(MIN.) = 14.28 1 YEAR RAINFALL INTENSITY(�NCH/HR) 1.254 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) 0.96 EFFECTIVE AREA(ACRES) 2.41 AREA -AVERAGED Frn(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) 2.41 PEAK FLOW RATE(CFS) 1.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) 6.41 FLOW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY(FT*FT/SEC.) 0.69 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 885.00 FEET. FLOW PROCESS FROM NODE 320.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.28 RAINFALL INTENSITY(INCH/HR) = 1.25 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 2.41 TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUEPCE = 1.45 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.96 16.48 1.151 0.97( 0.59) 0.60 7.5 200.00 1 3.73 19.70 1.034 0.98( 0.59) 0.60 8.5 100.00 2 1.45 14.28 1.254 0.98( 0.59) 0.60 2.4 300.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *4 PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.41 14.28 .1.254 0.98( 0.59) 0.60 8.9 300.00 2 5.19 16.48 1.151 0.97( 0.59) 0.60 9.9 200.00 3 4.70 19.70 1.034 0.98( 0.59) 0.60 10.9 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.41 Tc(MIN.) = 14.28 EFFECTIVE AREA(ACRES) 8.91 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 10.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1710.00 FEET. FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 20.50 DOWNSTREAM(FEET) 20.38 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.45 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 5.41 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 14.37 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735-00 FEET. FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.37 RAINFALL INTENSITY(INCH/HR) = 1.25 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 8.91 TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.41 FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 330.00 ELEVATION DATA: UPSTREAM(FEET) 38.20 DOWNSTREAM(FEET) 34.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.234 1 YEAR RAINFALL INTENSITY(INCH/HR) = 1.532 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 "3-4 DWELLINGS/ACRE" A 0.69 0.98 0.60 32 10.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 0.59 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) 0.59 FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # I USED)<<<<< UPSTREAM ELEVATION(FEET) 34.40 DOWNSTREAM ELEVATION(FEET) 26.30 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 1�4w m A SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 4.28 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.60 STREET FLOW TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 13.34 1 YEAR RAINFALL INTENSITY(INCH/HR) 1.306 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.02 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) 0.66 EFFECTIVE AREA(ACRES) 1.71 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 32 0.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) 5.03 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH-VELOCITY(FT*FT/SEC.) 0.65 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 790.00 FEET. FLOW PROCESS FROM NODE 420.00 TO NODE 190.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 22.10 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.86 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 1.11 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 13.47 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 190.00 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.47 RAINFALL INTENSITY(INCH/HR) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.58 20.38 1 835.00 FEET. AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 1.71 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.11 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 5.41 14.37 1 5.19 16.58 1 4.70 19.80 2 1.11 13.47 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.249 0.98( 0.59) 1.147 0.97( 0.59) 1.031 0.98( 0.59) 1.299 0.97( 0.58) Ap Ae HEADWATER (ACRES) NODE 0.60 8.9 300.00 0.60 9.9 .200.00 0.60 10.9 100.00 0.60 1.7 400.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.52 13.47 1.299 0.98( 0.59) 0.60 10.1 400.00 2 6.45 14.37 1.249 0.98( 0.59) 0.60 10.6 300.00 3 6.06 16.58 1.147 0.97( 0.59) 0.60 11.6 200.00 4 5.40 19.80 1.031 0.98( 0.59) 0.60 12.6 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.52 Tc(MIN.) = 13.47 EFFECTIVE AREA(ACRES) 10.06 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCB/HR) 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 190.00 = 1735.00 FEET. FLOW PROCESS FROM NODE 190.00 TO NODE 999.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 20.38 DOWNSTREAM(FEET) 18.41 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.46 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 6.52 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.63 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 999.00 = 1815.00 FEET. FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.63 1 YEAR RAINFALL INTENSITY(INCHIHR) = 1.290 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap Scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 11 3-4 DWELLINGS/ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) 0.25 EFFECTIVE AREA(ACRES) 10.46 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) 13.01 PEAK FLOW RATE(CFS) 6.63 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 13.01 TC(MIN.) 13.63 EFFECTIVE AREA(ACRES) 10.46 AREA -AVERAGED FM(INCH/HR)= 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) 6.63 PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.63 13.63 1.290 0.97( 0.59) 0.60 10.5 400.00 2 6.51 14.53 1.241 0.98( 0.59) 0.60 11.0 300.00 3 6.06 16.74 1.140 0.97( 0.59) 0.60 12.0 200.00 4 5.40 19.97 1.026 0.98( 0.59) 0.60 13.0 100.00 END OF RATIONAL METHOD ANALYSIS A SECTION S WEST BASIN ROUTING m N A t(t MADOLE & ASSOCIATES, INC. Civil Engineers -Land Surveyors-Planneri 760 S. Rochester Avenue Ontario. CA 91761 909-937-9151 Fax 937-9152 Rainfall Intensity Data Job Tract 16383 SheetNo. Calculated by: Checked by: Slope of Intensity/Duration curve F__66__1 Duration hr 1 2 Return Period 5 10 year) 25 100 1 0.53 0.68 0.88 1.03 1.23 1.53 3 0.94 1.21 1.56 1.83 2.19 2.72 6 1.37 1.75 2.25 2.63 3.14 3.9 24 2.34 3.4 4.81 5.87 7.27 9.4 slope 0.53 0.52 0.52 0.52 0.52 of Date Date Scale I ]=values taken from lsohyetals, San Bernardino County Hydrology Manual All other values "interpolated" using logarithmic equations as follows: __> Exp( +/- Slope x Ln(T des) + Ln(ref 1) 4+ Slope x Ln(ref T)) __> 1100 - 110/Ln(100/10) x Ln(des Period/ 10) + 110 5/29/06 nts -late Set Number 1 2 3 4 5 6 Description Developed 1 -yr Developed 2 -yr Developed 5 -yr Tc 13.6 13.5 13.9 Land use desc below Acres (below) Acres (below) Acres (below) Acres (below) elow) RI-> 3-4 du/ac 13 113 13 — Enter Set Description Here <-- Enter Set Tc here Enter Cover/use in "A" and Acres in "B" thru "F" P:\652-1942\WQMPs\WQMPs\wqmp-u-hydro-calc-sheetsNWOMP-UHinput-sheet-WQMP-28c.xls 5/29/2006 a M Project: Engineer: Notes: Tract 16383 Developed 5 -yr Set #3 Date: 5/29/2006 1st-24hr 652-1942 2nd-24hr 1 Design Storm yr 5 2 Catchment Lag time hrs 0.19 (TC. min) 13.9 3 Catchment Area acres 13 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 0.59 7 Low loss fraction, Y -bar 0.62 8 Watershed area -averaged 5 -minute point rainfall inches 0.27 0.10 Watershed area -averaged 30 -minute point rainfall inches 0.64 0.23 Watershed area -averaged 1 -hour point rainfall inches 0.88 0.32 Watershed area -averaged 3 -hour point rainfall inches 1.56 0.56 Watershed area -averaged 6 -hour point rainfall inches 2.25 0.81 Watershed area -averaged 24 -hour point rainfall inches 4.81 1.73 9 24-hour storm unit interval minutes' 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.98 (Fig E-4) 30 -min 0.98 1 -hr 0.98 3 -hr 1 6 -hr 1 24 -hr 1 WOMP-UHinput-sheet-WOMP-2ac.xis 5/29/2006 Tract 16383 Meadowwood Low Loss Fraction & Maximum Loss Rate Developed 5 -yr Set # S52'1S42 5/29/06 P-24 4.81 in Return Period Tn= 13'9 min from Rational Method Study Lag = 1112 min Run: Tributary area Est Vol= 2 ac -ft Low Loss Fraction,Y-bar = 0.621 24 -hr Rainfall (other than 100 yr) CN if, 100 9.4 5 4.81 110 98 0 .38 P-24 4.81 in Return Period Tn= 13'9 min from Rational Method Study Lag = 1112 min Run: Tributary area Est Vol= 2 ac -ft Low Loss Fraction,Y-bar = 0.621 24 -hr Rainfall (other than 100 yr) 100 9.4 5 4.81 VVQW1p-UHinput-sheet-WQMP-2oc.x1o* 5/29/2006 Admup�. PEAK 5 -MINUTES RAINFALL(INCH)= F L 0 0 D R 0 U T I N G A N A L Y S I S 30 -MINUTES RAINFALL(INCH)= USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) I -HOUR RAINFALL(INCH) = (c) Copyright 1989-2004 Advanced Engineering Software (aes) 3 -HOUR RAINFALL(INCH) = Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY TRACT 16383 FONTANA *-5-YEAR WATER QUALITY UNIT HYDROGRAPH--WEST BASIN * JN 652-1942 wli uhw5.dat FILE NAME: UHW5.DAT TIME/DATE OF STUDY: 06:50 05/30/2006 FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE ---------------------------------------------------------------------------- Ao"k*1 >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 13.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.190 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.590 LOW LOSS FRACTION = 0.620 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.27 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.64 SPECIFIED PEAK I -HOUR RAINFALL(INCH) = 0.88 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.56 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 2.25 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 4.81 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.980 30 -MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.980 AV%� Ar , 3 -HOUR FACTOR = 1.000' %601111 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 43.860 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER ---------------------------------------------------------------------------- MEAN VALUES ORDINATES(CFS) 1 3.451 5.425 2 23.188 31.030 3 56.968 53.109. 4 83.318 41.427 5 94.150 17.030 6 97.949 5.973 7 98.939 1.557 8 99.497 0.877 9 99.799 0.474 10 99.950 0.237 11 100.000 0.079 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 3.0888 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) 2.1209 ---------------------------------------------------------------------------- Em 2 4 - H 0 U R S T 0 R M R U N 0 F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) ---------------------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 10.000 0.5339 0.84 Q V 10.083 0.5396 0.84 Q V 10.167 0.5455 0.85 Q V 10.250 0.5513 0.85 Q V 10.333 0.5572 0.86 Q V 10.417 0.5632 0.86 Q V 10.500 0.5691 0.87 Q V 10.583 0.5751 0.87 Q V 10.667 0.5812 0.88 Q V 10.750 0.5873 0.88 Q V 10.833 0.5934 0.89 Q V 10.917 0.5996 0.90 Q V 11.000 0.6058 0.90 Q V 11.083 0.6121 0.91 Q V 11.167 0.6184 0.92 Q V 11.250 0.6247 0.92 Q V 11.333 0.6312 0.93 Q V 11.417 0.6376 0.94 Q V 11.500 0.6441 0.94 Q V 11.583 0.6507 0.95 Q V 11.667 0.6573 0.96 Q, V 11.750 0.6640 0.97 Q V 11.833 0.6707 0.98 Q V 11.917 0.6775 0.98 Q V 12.000 0.6843 0.99 Q V 12.083 0.6912 1.00 Q V 12.167 0.6981 1.00 Q V 12.250 0.7050 1.00 Q V 12.333 0.7119 1.00 Q V 12.417 0.7188 1.01 Q V 12.500 0.7258 1.02 Q V 12.583 0.7329 1.03 Q V 12.667 0.7400 1.04 Q V 12.750 0.7472 1.05 Q V 12.833 0.7545 1.06 Q V 12.917 0.7619 1.07 Q V 13.000 0.7694 1.08 Q V 13.083 0.7769 1.10 Q V 13.167 0.7846 1.11 Q V 13.250 0.7924 1.13 Q V 13.333 0.8002 1.14 Q V 13.417 0.8082 1.16 Q V 13.500 0.8163 1.17 Q V 13.583 0.8245 1.19 Q V 13.667 0.8328 1.21 Q V 13.750 13.833 13.917 14.000 14.083 14.167 14.250 14.333 14 .417 14 .500 14.583 14.667 14.750 14.833 14.917 15.000 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15. 667 15.750 15.833 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18.167 18.250 18.333 18.417 0.8412 0.8498 0.8586 0.8674 0.8765 0.8857 0.8952 0.9050 0.9149 0.9251 0.9355 0.9462 0.9571 0.9683 0.9799 0.9917 1.0040 1.0167 1.0298 1.0435 1.0577 1.0722 1.0867 1.1016 1.1176 1.1353 1.1558 1.1811 1.2219 1.3017 1.4074 1.4906 1.5360 1.5625 1.5810 1.5971 1.6115 1.6246 1.6366 1.6478 1.6585 1.6686 1.6782 1.6875 1.6964 1.7049 1.7132 1.7213 1.7292 1.7368 1.7443 1.7516 1.7587 1.7657 1.7727 1.7796 1.7865 1.23 Q 1.25 Q 1.27 Q 1.29 Q 1.31 Q 1.34 Q 1.38 Q 1. 41 Q 1. 45 Q 1.48 Q 1.51 Q 1.55 Q 1.59 Q 1.63 Q 1.67 Q 1.72 Q 1.78 Q 1. 84 Q 1.91 Q 1.99 Q 2.06 Q 2.10 Q 2.11 Q 2.16 Q 2.32 Q 2.58 Q 2.97 Q 3.67 Q 5.92 V. 11.60 15.34 12.09 v 6.58 Q 3.85 Q 2.66 Q 2.34 Q 2.09 Q 1.90 Q 1.74 Q 1.63 Q 1.55 Q 1.47 Q 1.40 0 1.34 Q 1.29 Q 1.25 Q 1.21 Q 1.17 Q 1.14 Q 1 .11 Q 1.08 Q 1.06 Q 1.04 Q 1.02 Q 1.01 Q 1.00 Q 0.99 Q v v v v v v v v v v v v v v v v v V. V. V. V. v v v .v .v v v v QV v Q Q v v V. V. v v v v v v v v v v v v v v v v v v v v v v 18.500 1.7932 0.97 Q v 18.583 1.7998 0.96 Q v 18.667 1.8063 0.94 Q v 18.750 1.8127 0.93 Q v 18.833 1.8190 0.92 Q v 18.917 1.8252 0.90 Q v 19.000 1.8313 0.89 Q v 19.083 1.8374 0.88 Q v 19.167 1.8433 0.87 Q v 19.250 1.8492 0.86 Q v 19.333 1.8550 0.84 Q v 19.417 1.8608 0.83 Q v 19.500 1.8665 0.82 Q v 19.583 1.8721 0.81 Q v 19.667 1.8776 0.81 Q v 19.750 1.8831 0.80 Q v 19.833 1.8885 0.79 Q v 19.917 1.8939 0.78 Q v 20.000 1.8992 0.77 Q v 20.083 1.9045 0.76 Q v 20.167 1.9097 0.76 Q v 20.250 1.9149 0.75 Q v 20.333 1.9200 0.74 Q v 20.417 1.9251 0.74 Q v 20.500 1.9301 0.73 Q v 20.583 1.9351 0.72 Q v 20.667 1.9400 0.72 Q v 20.750 1.9449 0.71 Q v 20.833 1.9496 0.71 Q v 20.917 1.9546 0.70 Q v 21.000 1.9594 0.69 Q v 21.083 1.9641 0.69 Q v 21.167 1.9688 0.68 Q v 21.250 1.9735 0.68 Q v 21.333 1.9781 0.67 Q v 21.417 1.9827 0.67 Q v 21.500 1.9873 0.66 Q v 21.583 1.9916 0.66 Q v 21.667 1.9963 0.65 Q v 21.750 2.0008 0.65 Q v 21.833 2.0052 0.64 Q v 21.917 2.0096 0.64 Q v 22.000 2.0140 0.64 Q v 22.083 2.0184 0.63 Q v 22.167 2.0227 0.63 Q v 22.250 2.0270 0.62 Q v 22.333 2.0312 0.62 Q v 22.417 2.0355 0.62 Q v 22.500 2.0397 0.61 Q v 22.583 2.0439 0.61 Q v 22.667 2.0481 0.61 Q v 22.750 2.0522 0.60 Q v 22.833 2.0563 0.60 Q v 22.917 2.0604 0.59 Q v 23.000 2.0645 0.59 Q v 23.083 2.0685 0.59 Q V. 23.167 2.0726 0.58 Q V. 23.250 2.0766 0.58 Q V_ el%, 23.333 2.0806 0.58 Q V. 23.417 2.0845 0.58 Q V. 23.500 2.0885 0.57 Q V. 23.583 2.0924 0.57 Q V. 23.667 2.0963 0.57 Q V. 23.750 2.1002 0.56 Q V. 23.833 2.1040 0.56 Q V. 23.917 2.1079 0.56 Q V. 24.000 2.1117 0.56 Q V. FLOW PROCESS FROM NODE 99,00 TO NODE 109.00 IS CODE 3.1 ---------------------------------------------------------------------------- >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< I N FLOW (STREAM 1) V -effective depth ----------- (and volume) V........ detention 1<-->l outflow basin I I .......... ----------- I I I I dead I basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00. BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 0.40 0.38 0.013 3 0.90 1.20 0.033 4 1.40 3.00 0.059 1.90 4.00 0.090 6 2.40 4.70 0.127 A01*41 7 2.90 5.40 0.170 8 3.40 7.81 0.220 9 3.90 9.20 0.274 10 4.40 10.50 0.335 11 4.90 11.70 0.403 12 5.40 12.75 0.478 13 5.90 13.70 0.561 14 6.40 14.60 0.650 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 10.083 0.000 0.84 0.00 0.67 0.8 0.024 10.167 0.000 O.B5 0.00 0.67 0.8 0.024 10.250 0.000 0.85 0.00 0.68 0.8 0.024 10.333 0.000 0.86 0.00 0.68 0.8 0.024 10.417 0.000 0.86 0.00 0.68 0.8 0.024 10.500 0.000 0.87 0.00 0.69 0.8 0.024 10.583 0.000 0.87 0.00 0.69 0.9 0.025 10.667 0.000 0.88 0.00 0.69 0.9 0.025 10.750 0.000 0.88 0.00 0.70 0.9 0.025 10.833 0.000 0.89 0.00 0.70 0.9 0.025 10.917 0.000 0.90 0.00 0.70 0.9 0.025 11.000 0.000 0.90 0.00 0.71 0.9 0.025 0.025 11.083 0.000 0.91 0.00 0.71 0.9 11.167 0.000 0.92 0.00 0.72 0.9 0.026 11.250 0.000 0.92 0.00 0.72 0.9 0.026 11.333 0.000 0.93 0.00 0.72 0.9 0.026 11.417 0.000 0.94 0.00 0.73 0.9 0.026 11.500 0.000 0.94 0.00 0.73 0.9 0.026 11.583 0.000 0.95 0.00 0.74 0.9 0.026 11.667 0.000 0.96 0.00 0.74 0.9 0.027 11.750 0.000 0.97 0.00 0.74 0.9 0.027 11.833 0.000 0.98 0.00 0.75 0.9 0.027 11.917 0.000 0.98 0.00 0.75 1.0 0.027 12.000 0.000 0.99 0.00 0.76 1.0 0.027 12.083 0.000 1-00 0.00 0.76 1.0 0.028 12.167 0.000 1.00 0.00 0.77 1.0 0.028 12.250 0.000 1.00 0.00 0.77 1.0 0.028 12.333 0.000 1.00 0.00 0.77 1.0 0.028 12.417 0.000 1.01 0.00 0.77 1.0 0.028 12.500 0.000 1.02 0.00 0.78 1.0 0.028 12.583 0.000 1.03 0.00 0.78 1.0 0.028 12.667 0.000 .1.04 0.00 0.79 1.0 0.028 12.750 0.000 1.05 0.00 0.79 1.0 0.029 12.833 0.000 1.06 0.00 0.80 1.0 0.029 12.917 0.000 1.07 0.00 0. * 80 1.0 0.029 13.000 0.000 1.08 0.00 0.81 1.0 0.029 13.083 0.000 1.10 0.00 0.82 1.1 0.030 13.167 0.000 1.11 0.00 0.82 1.1 0.030 C 13.250 0.000 1.13 0.00 0.83 1.1 0.030 13.333 0.000 1.14 0.00 0.84 1.1 0.031 13.417 0.000 1.16 0.00 0.85 1.1 0.031 13.500 0.000 1.17 0.00 0.86 1.1 0.031 13.583 0.000 1.19 0.00 0.87 1.1 0.032 13.667 0.000 1.21 0.00 0.88 1.2 0.032 13.750 0.000 1.23 0.00 0.89 1.2 0.032 13.833 0.000 1.25 0.00 0.90 1.2 0.033 13.917 0.000 1.27 0.00 0.91 1.2 0.033 14.000 0.000 1.29 0.00 0.91 1.2 0.034 14.083 0.000 1.31 0.00 0.92 1.3 0.034 14.167 0.000 1.34 0.00 0.93 1.3 0.034 14.250 0.000 1.38 0.00 0.94 1.3 0.035- 14.333 0.000 1.41 0.00 0.95 1.3 0.035 14.417 0.000 1.45 0.00 0.95 1.4 0.036 14.500 0.000 1.48 0.00 0.96 1.4 0.036 14.583 0.000 1.51 0.00 0.97 1.4 0.037 14.667 0.000 1.55 0.00 0.98 1.5 0.037 14.750 0.000 1.59 0.00 0.99 1.5 0.038 14.833 0.000 1.63 0.00 1.00 1.5 0.038 14.917 0.000 1.67 0.00 1.01 1.6 0.039 15.000 0.000 1.72 0.00 1.03 1.6 0.040 15.083 0.000 1.78 0.00 1.04 1.7 0.040 15.167 0.000 1.84 0.00 1.05 1.7 0.041 15.250 0.000 1.91 0.00 1.07 1.8 0.042 15.333 0.000 1.99 0.00 1.09 1.8 0.043 15.417 0.000 2.06 0.00 1.11 1.9 0.044 15.500 0.000 2.10 0.00 1.12 2.0 0.045 15.583 0.000 2.11 0.00 1.14 2.0 0.045 09,61, 15.667 0.000 2.16 0.00 1.15 2.1 0.046 15.750 0.000 2.32 0.00 1.17 2.1 0.047 15.833 0.000 2.58 0.00 1.21 2.3 0.049 15.917 0.000 2.97 0.00 1.28 2.5 0.053 16.000 O.OQO 3.67 0.00 1.40 2.8 0.059 16.083 0.000 5.92 0.00 1.69 3.3 0.077 16.167 0.000 11.60 0.00 2.42 4.2 0.128 16.250 0.000 15.34 0.00 3.15 5.7 0.195 16.333 0.000 12.09 0.00 3.47 7.3 0.228 16.417 0.000 6.58 0.00 3.39 7.9 0.219 16.500 0.000 3.85 0.00 3.16 7.2 0.196 16.583 0.000 2.68 0.00 2.92 6.1 0.172 16.667 0.000 2.34 0.00 2.69 5.3 0.152 16.750 0.000 2.09 0.00 2.46 4.9 0.132 16.833 0.000 1.90 0.00 2.22 4.6 0.114 16.917 0.000 1.74 0.00 1.98 4.3 0.096 17.000 0.000 1.63 0.00 1.75 3.9 0.080 17.083 0.000 1.55 0.00 1.53 3.5 0.067 17.167 0.000 1.47 0.00 1.35 3.0 0.056 17.250 0.000 1.40 0.00 1.20 2.5 0.048 17.333 0.000 1.34 0.00 1.10 2.1 0.043 17.417 0.000 1.29 0.00 1.03 1.8 0.040 17.500 o.000 1.25 0.00 0.99 1.6 0.037 17.583 0.000 1.21 0.00 0.95 1.5 0.036 17.667 0.000 1.17 0.00 0.93 1.4 0.035 17.750 0.000 1.14 0.00 0.91 1.3 0.034 17.833 0.000 1.11 0.00 0.90 1.2 0.033 17.917 0.000 1.08 0.00 0.88 1.2 0.032 18.000 0.000 1.06 0.00 0.86 1.2 0.032 18.083 0.000 1.04 0.00 0.85 1.1 0.031 18.167 0.000 1.02 0.00 0.83 1 .1 0.030 18.250 0.000 1.01 0.00 0.82 1.1 0.030 18.333 0.000 1.00 0.00 0.81 1.1 0.029 18.417 0.000 0.00 0.80 1.0 0.029 18.500 0.000 0.97 0.00 0.79 1.0 0.029 18.583 0.000 0.96 0.00 0.78 1.0 0.028 18.667 0.000 0.94 0.00 0.77 1.0 0.028 18.750 0.000 0.93 0.00 0.76 1.0 0.028 18.833 0.000 0.92 0.00 0.75 1.0 0.027 18.917 0.000 0.90 0.00 0.75 1.0 0.027 19.000 0.000 0.89 0.00 0.74 0.9 0.026 19.083 0.000 0.88 0.00 0.73 0.9 0.026 19.167 0.000 0.87 0.00 0.72 0.9 0.026 19.250 0.000 0.86 0.00 0.71 0.9 0.026 19.333 0.000 0.84 0.00 0.71 0.9 0.025 19.417 0.000 0.83 0.00 0.70 0.9 0.025 19.500 0.000 0.82 0.00 0.69 0.9 0.025 19.583 0.000 0.81 0.00 0.69 0.9 0.024 19.667 0.000 0.81 0.00 0.68 0.8 0.024 19.750 0.000 0.80 0.00 0.67 0.8 0.024 19.833 0.000 0.79 0.00 0.67 0.8 0.024 19.917 0.000 0.78 0.00 0.66 0.8 0.023 20.000 0.000 0.77 0.00 0.66 0.8 0.023 20.083 0.000 0.76 0.00 0.65 0.8 0.023 20.167 0.000 0.76 0.00 0.65 0.8 0.023 20.250 0.000 0.75 0.00 0.64 0.8 0.023 20.333 0.000 0.74 0.00 0.64 0.8 0.022 20.417 0.000 0.74 0.00 0.63 0.8 0.022 A"**- 1 � 20.500 0.000 0.73 0.00 0.63 0.8 0.022 20.583 0.000 0.72 0.00 0.62 0.7 0.022 20.667 0.000 0.72 0.00 0.62 0.7 0.022 20.750 0.000 0.71 0.00 0.61 0.7 0.022 20.833 0.000 0.71 0.00 0.61 0.7 0.021 20.917 0.000 0.70 0.00 0.61 0.7 0.021 21.000 0.000 0.69 0.00 0.60 0.7 0.021 21.083 0.000 0.69 0.00 0.60 0.7 0.021 21.167 0.000 0.68 0.00 0.60 0.7 0.021 21.250 0.000 0.68 0.00 0.59 0.7 0.021 21.333 0.000 0.67 0.00 0.59 0.7 0.021 21.417 0.000 0.67 0.00 0.59 0.7 0.020 21.500 0.000 0.66 0.00 0.58 0.7 0.020 21.583 0.000 0.66 0.00 0.58 0.7 0.020 21.667 0.000 0.65 0.00 0.58 0.7 0.020 21.750 0.000 0.65 0.00 0.57 0.7 0.020 21.833 0.000 0.64 0.00 0.57 0.7 0.020 21.917 0.000 0.64 0.00 0.57 0.7 0.020 22.000 0.000 0.64 0.00 0.56 0.7 0.020 22.083 0.000 0.63 0.00 0.56 0.6 0.019 22.167 0.000 0.63 0.00 0.56 0.6 0.019 22.250 0.000 0.62 0.00 0.56 0.6 0.019 22.333 0.000 0.62 0.00 0.55 0.6 0.019 22.417 0.000 0.62 0.00 0.55 0.6 0.019 22.500 0.000 0.61 0.00 0.55 0.6 0.019 22.583 0.000 0.61 0.00 0.55 0.6 0.019 22.667 0.000 0.61 0.00 0.54 0.6 0.019 22.750 0.000 0.60 0.00 0.54 0.6 0.019 22.833 0.000 0.60 0.00 0.54 0.6 0.019 22.917 0.000 0.59 0.00 0.54 0.6 0.019 23.000 0.000 0.59 0.00 0.54 0.6 0.018 ce 23.083 0.000 0.59 0.00 0.53 0.6 0.018 23.167 0.000 0.58 0.00 0.53 0.6 0.018 23.2SO 0.000 0.58 0.00 0.53 0.6 0.018 23.333 0.000 0.58 0.00 0.53 0.6 0.018 23.417 0.000 0.58 0.00 0.53 0.6 0.018 23.500 0.000 0.57 0.00 0.52 0.6 0.018 23.583 0.000 0.57 0.00 0.52 P.6 0.018 23.667 0.000 0.57 0.00 0.52 0.6 0.018 23.750 0.000 0.56 0.00 0.52 0.6 0.018 23.833 0.000 0.56 0.00 0.52 0.6 0.018 23.917 0.000 0.56 0.00 0.51 0.6 0.018 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 2.121 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 2.121 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS W, 04 7A A M A Project: Tract 16383 Date: 5129/2006 652-1942 Engineer: Notes: Developed 2 -yr Set #2 1st-24hr 2nd-24hr 1 Design Storm yr 2 2 Catchment Lag time hrs 0.18 (TC, min) 13.5 3 Catchment Area acres 13 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 0.59 7 Low loss fraction, Y -bar 0.62 8 Watershed area -averaged 5 -minute point rainfall inches 0.21 0.08 Watershed area -averaged 30 -minute point rainfall inches 0.49 0.18 Watershed area -averaged 1 -hour point rainfall inches 0.68 0.24 Watershed area -averaged 3 -hour point rainfall inches 1.21 0.44 Watershed area -averaged 6 -hour point rainfall inches 1.75 0.63 Watershed area -averaged 24 -hour point rainfall inches 3.40 1.22 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.98 (Fig E-4) 30 -min 0.98 1 -hr 0.98 3 -hr I 6 -hr 24 -hr WQMP-UHinput-sheet-WQMP-2ac.xls 5/29/2006 0 Tract 16383 652-1942 Meadowwood 5/29/06 Low Loss Fraction & Maximum Loss Rate FDeveloped 2 -yr Set # 2] KOISTFIZI WTIW- " I (yr) (in) 2 3.4 100 M. KM 3.4 114 R1 3-4 du/ac FZ'� DEMME 13.0 13 Y= 0.38 P-24= 3.40 in Return Period AMC Type (1,11 or 111) Lag Time Tc = 13.5 min from Rational Method Study Lag 10.8 min Run: IlLag 0.18 hr Tributary area Est Vol = 1 ac -ft Low Loss Fraction,Y-bar = 0.6221 24 -hr Rainfall (ot er than 100 yr) T I (yr) (in) 2 3.4 100 9.4 2 3.4 WQMP-UH!nput-sheet-WQMP-2ac.xls 5/29/2006 F L 0 0 D R 0 U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 2 -YEAR WATER QUALITY UNIT HYDROGRAPH--WEST BASIN • JN 652-1942 wli uhw2.dat FILE NAME: UHW2.DAT TIME/DATE OF STUDY: 07:03 05/30/2006 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 4 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = I ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPB ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 13.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.180 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.590 LOW LOSS FRACTION = 0.620 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.21 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.49 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 0.68 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.21 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.75 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.40 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.980 30 -MINUTE FACTOR = 0.980 I -HOUR FACTOR = 0.980 jfft�, 3 -HOUR FACTOR = 1.000 %00� 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 46.296 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 2.1983 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) 1.4843 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.830 6.022 2 25.650 34.304 3 61.679 56.644 4 86.217 38.579 5 95.548 14.670 6 98.360 4 .421 7 99.220 1.352 8 99.688 0.736 9 99.922 0.368 10 100.000 0.123 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 2.1983 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) 1.4843 ---------------------------------------------------------------------------- JPW^�l 2 4 - H 0 U R S T 0 R M R U N 0 F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 ---------------------------------------------------------------------------- 10.000 0.3404 0.55 Q V. 10.083 0.344� 0.55 Q V. 10.167 0.3480 0.56 Q V. 10.250 0.3519 0.56 Q V. 10.333 0.3558 0.57 Q V. 10.417 0.3597 0.57 Q V. 10.500 0.3637 0.58 Q V. 10.583 0.3677 0.58 Q V. 10.667 0.3717 0.58 Q V 10.750 0.3758 0.59 Q V 10.833 0.3799 0.59 Q V 10.917 0.3840 0.60 Q V 11.000 0.3861 0.60 Q V 11.083 0.3923 0.61 Q V 11.167 0.3966 0.61 Q V 11.250 0.4008 0.62 Q V 11.333 0.4051 0.62 Q V 11.417 0.4094 0.63 Q V 11.500 0.4138 0.64 Q V 11.583 0.4182 0.64 Q V 11.667 0.4227 0.65 Q V 11.750 0.4272 0.65 Q V 11.833 0.4317 0.66 Q V 11.917 0.4363 0.67 Q V 12.000 0.4410 0.67 Q V 12.083 0.4457 0.68 Q V 12.167 0.4506 0.71 Q V 12.250 0.4557 0.74 Q V 12.333 0.4610 0.77 Q V 12.417 0.4664 0.78 Q V 12.500 0.4718 0.79 Q V 12.583 0.4774 0.80 Q V 12.667 0.4830 0.81 Q V 12.750 0.4886 0.82 Q V 12.833 0.4944 0.83 Q V 12.917 0.5001 0.84 Q V 13.000 0.5060 0.85 Q V 13.083 0.5119 0.86 Q V 13.167 0.5179 0.87 Q V 13.250 0.5240 0.88 Q V 13.333 0.5302 0.89 Q V 13.417 0.5364 0.91 Q V 13.500 0.5428 0.92 Q V 13.583 0.5492 0.93 Q V 13.667 0.5557 0.95 Q V 13.750 13.833 0.5623 0.5691 0.96 0.98 Q Q v v 13.917 0.5759 0.99 Q v 14.000 0.5829 1.01 v 14.083 0.5899 1.03 v 14-167 0.5972 1.05 Q v 14.250 0.6046 1.08 Q v 14.333 0.6123 1.11 Q v 14.417 0.6201 1.13 Q v 14.500 0.6280 1.16 Q v 14.583 0.6362 1.18 Q v 14.667 0.6445 1.21 Q v 14.750 0.6531 1.24 Q v 14.833 0.6618 1.27 Q v 14.917 0.6708 1.31 Q v 15.000 0.6801 1.35 Q v 15.083 0.6897 1.39 Q v 15.167 0.6996 1.44 Q v 15.250 0.7099 1.49 Q V. 15.333 0.7207 1.56 Q V. 15.417 0.7318 1.62 Q V. 15.500 0.7431 1.65 Q v 15.583 0.7545 1.66 Q v 15.667 0.7664 1.72 Q v 15.750 0.7791 1.84 Q v 15.833 0.7931 2.03 Q v 15.917 0.8090 2.31 Q v 16.000 0.8281 2.77 Q v AOPMI. 16.083 0.8574 4.25 Q v 16.167 0.9156 8.46 Q v 16.250 0.9930 11.24 Q v 16.333 1.0499 8.26 Q v 16.417 1.0806 4.46 Q V. 16.500 1.0989 2.66 Q V. 16.583 1.1128 2.01 Q V. 16.667 1.1250 1.77 Q v 16.750 1.1359 1.59 Q v 16.833 1.1458 1.44 Q v 16.917 1.1550 1.34 Q v 17.000 1.1637 1.26 Q v 17.083 1.1719 1.20 Q v 17.167 1.1798 1.14 Q v 17.250 1.1873 1.09 Q v 17.333 1.1945 1.04 Q v 17.417 1.2014 1.00 Q v 17.500 1.2081 0.97 Q v 17.563 1.2145 0.94 Q v 17.667 1.2208 0.91 Q v 17.750 1.2269 0.89 Q v 17.B33 1.2329 0.87 Q v 17.917 1.2387 0.85 Q v 18.000 1.2444 0.83 Q v 18.083 1.2500 0.81 Q v 18.167 1.2553 0.77 Q v 18.250 1.2603 0.73 Q v c 18.333 1.2651 0.69 Q v 18.417 1.2697 0.67 .'Q v APUb" 18.500 1.2742 0.66 Q v v 18.583 1.2787 0.64 Q v 18.667 1.2830 0.63 Q v 18.750 1.2873 0.62 Q v 18.833 1.2915 0.61 Q v 18.913 1.2957 0.60 Q v 19.000 1.2997 0.59 Q v 19.083 1.3037 0.58 Q v 19.167 1.3077 0.57 Q 19.250 1.3116 0.56 Q v 19.333 1.3154 0.56 Q v 19.417 1.3192 0.55 Q v 19.500 1.3229 0.54 Q v v 19.583 1.3266 0.53 Q 19.667 1.3302 0.53 Q v 19.750 1.3338 0.52 Q v 19.833 1.3374 0.51 Q v 19.917 1.3409 0.51 Q v 20-000 1.3443 0.50 Q v v 20-083 1.3477 0.50 Q 20.167 1.3511 0.49 Q v 20.250 1.3545 0.49 Q v 20.333 1.3578 0.48 Q v 20.417 1.3611 0.48 Q v 20.500 1.3643 0.47 Q v 20.583 1.3675 0.47 Q v 20.667 1.3707 0.46 Q v A00k, 20.750 20.833 1.3738 1.3769 0.46 0.45 Q Q v v 20.917 1.3800 0.45 Q v v 21.000 1.3831 0.44 Q v 21.083 1.3861 0.44 Q v 21.167 1.3891 0.44 Q v 21.250 1.3921 0.43 Q v 21.333 1.3950 0.43 Q v 21.417 1.3980 0.42 Q v 21-500 1.4009 0.42 Q v 21.583 1.4037 0.42 Q v 21.667 1.4066 0.41 Q v 21.750 1 .4094 0.41 Q v 21.833 1.4122 0.41 Q v 21.917 1.4150 0.40 Q v 22.000 1. 4 1'7 8 0.40 Q v 22.083 1.4205 0.40 Q v 22.167 1.4233 0.40 Q v 22.250 1.4260 0.39 Q v 22.333 1.4287 0.39 Q v 22.417 1.4313 0.39 Q v 22.500 1.4340 0.38 Q v 22.583 1.4366 0.38 Q v 22.667 1.4392 0.38 Q v 22.750 1.4418 0.38 Q v 22.833 1.4444 0.37 Q v 22.917 1.4470 0.37 Q V. 23.000 1.4495 0.37 Q V. 23.083 1.4520 0.37 Q V. 23-167 1.4545 0.36 Q 23.250 1.4570 0.36 Q V . 23.333 1.4595 0.36 Q V . 23.417 1.4620 0.36 Q V . 23.500 1.4644 0.36 Q V . 23.583 1.4669 0.35 Q V . 23.667 1.4693 0.35 Q V. 23.750 1.4717 0.35 Q V. 23.833 1.4741 0.35 Q V. 23.917 1.4765 0.35 Q V. 24.000 1.4789 0.34 Q V. FLOW PROCESS FROM NODE 99.00 TO NODE 109.00 IS CODE 3.1 ---------------------------------------------------------------------------- >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) V -effective depth ----------- I (and volume) V........ detention outflow basin I ......... ----------- I dead I basin outlet V storage I. OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 0.40 0.38 0.013 3 0.90 1.20 0.033 4 1.40 3.00 0.059 5 1.90 4.00 0.090 6 2.40 4.70 0.127 7 2.90 5.40 0.170 8 3.40 7.81 0.220 9 3.90 9.20 0.274 10 4.40 10.50 0.335 11 4.90 11.70 0.403 12 5.40 12.75 0-478 13 5.90 13-'70 0.561 14 6.40 14.60 0.650 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTAT * ION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the -clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 10.083 0.000 0.55 0.00 0.50 0.5 0.017 10.167 0.000 0.56 0.00 0.50 0.5 0.017 10.250 0.000 0.56 0.00 0.50 0.5 0.017 10.333 0.000 0.57 0.00 0.51 0.6 0.017 10.417 0.000 0.57 0.00 0.51 0.6 0.017 10.500 0.000 0.58 0.00 0.51 0.6 0.017 10.583 0.000 0.58 0.00 0.51 0.6 0.018 10.667 0.000 0.58 0.00 0.52 0.6 0.018 10.750 0.000 0.59 0.00 0.52 0.6 0.018 10.833 0.000 0.59 0.00 0.52 0.6 0.018 10.917 0.000 0.60 0.00 0.52 0.6 0.018 11.000 0.000 0.60 0.00 0.53 0.6 0.018 11.083 0.000 0.61 0.00 0.53 0.6 0.018 11.167 0.000 0.61 0.00 0.53 0.6 0.018 11.250 0.000 0.62 0.00 0.54 0.6 0.018 11.333 0.000 0.62 0.00 0.54 0.6 0.019 11.417 0.000 0.63 0.00 0.54 0.6 0.019 11.500 0.000 0.64 0.00 0.55 0.6 0.019 11.583 0.000 0.64 0.00 0.55 0.6 0.019 11.667 0.000 0.65 0.00 0.55 0.6 0.019 11.750 0.000 0.65 0.00 0.56 0.6 0.019 11.833 0.000 0.66 0.00 0.56 0.6 0.019 11.917 0.000 0.67 0.00 0.56 0.6 0.020 12.000 0.000 0.67 0.00 0.57 0.7 0.020 12.083 0.000 0.68 0.00 0.57 0.7 0.020 12.167 0.000 0.71 0.00 0.58 0.7 0.020 12.250 0.000 0-74 0.00 0.59 0.7 0.021 12.333 0.000 0.77 0.00 0.60 0.7 0.021 12.417 0.000 0.78 0.00 0.61 0.7 0.021 12.500 0.000 0.79 0.00 0.62 0.7 0.022 12.583 0.000 0.80 0.00 0.63 0.8 0.022 12.667 0.000 0.81 0.00 0.64 0.8 0.023 12.750 0.000 0.82 0.00 0.65 0.8 0.023 12.833 0.000 0.83 0.00 0.65 0.8 0.023 12.917 0.000 0.84 0.00 0.66 0.8 0.023 13.000 0.000 0.85 0.00 0.67 0.8 0.024 13.083 0.000 0.86 0.00 0.67 0.8 0.024 13.167 0.000 0.87 0.00 0.68 0.8 0.024 13.250 0.000 0.88 0.00 0.69 0.8 0.024 13.333 0.000 0.89 0.00 0.69 0.9 0.025 13.417 0.000 0.91 0.00 0.70 0.9 0.025 AOO**- 13.500 0.000 0.92 0.00 0.71 0.9 0.025 13.583 0.000 0.93 0.00 0.71 0.9 0.026 13.667 0.000 0.95 0.00 0.72 0.9 0.026 13.750 0.000 0.96 0.00 0.73 0.9 0.026 13.833 0.000 0.98 0.00 0.74 0.9 0.027 13.917 0.000 0.99 0.00 0.75 0.9 0.027 14.000 0.000 1.01 0.00 0.76 1.0 0.027 14.083 0.000 1.03 0.00 0.77 1.0 0.028 14.167 0.000 1.05 0.00 0.78 1.0 0.028 14.250 0.000 1.08 0.00 0.79 1.0 0.029 14.333 0.000 1.11 0.00 0.80 1.0 0.029 14.417 0.000 1.13 0.00 0.82 1.1 0.030 14.500 0.000 1.16 0.00 0.83 1.1 0.030 14.583 0.000 1.18 0.00 0.85 1.1 0.031 14.667 0.000 1.21 0.00 0.86 1.1 0.031 14.750 0.000 1.24 0.00 0.88 1.1 0.032 14.833 0.000 1.27 0.00 0.89 1.2 0.033 14.917 0.000 1.31 0.00 0.91 1.2 0-033 15.000 0.000 1.35 0.00 0.92 1.3 0.034 15.083 0.000 1.39 0.00 0.93 1.3 0.035 15.167 0.000 1.44 0.00 0.95 1.3 0.035 15.250 0.000 1.49 0.00 0.96 1.4 0.036 15.333 0.000 1.56 0.00 0.97 1.4 0.037 15.417 0.000 1.62 0.00 0.99 1.5 0.038 15.500 0.000 1.65 0.00 1.00 1.5 0.038 15.583 0.000 1.66 0.00 1.01 1.6 0.039 15.667 0.000 1.72 0.00 1.02 1.6 0.039 15.750 0.000 1.84 0.00 1.05 1.7 0.041 15.833 0.000 2.03 0.00 1.08 1.8 0.042 15.917 0.000 2.31 0.00 1.13 1.9 0.045 16.000 0.000 2.77 0.00 1.21 2.2 0.049 16.083 0.000 4.25 0.00 1.41 2.7 0.060 16.16'7 0.000 8.46 0.00 1.95 3.6 0.094 16.250 0.000 11.24 0.00 2.55 4.5 0.140 16.333 0.000 8.26 0.00 2.81 5.1 0.162 16.417 0.000 4.46 0.00 2.75 5.2 0.157 16.500 0.000 2.66 0.00 2.55 5.0 0.140 16.583 0.000 2.01 0.00 2.32 4.8 0.121 16.667 0.000 1.77 0.00 2.08 4.4 0.103 16.750 0.000 1.59 0.00 1.84 4.1 0.086 16.833 0.000 1.44 0.00 1.59 3.6 0.071 16.917 0.000 1.34 0.00 1.39 3.2 0.058 17.000 0.000 1.26 0.00 1.21 2.6 0.049 17.083 0,000 1.20 0.00 1.09 2.1 0.043 17.167 0.000 1.14 0.00 1.01 1.7 0.039 17.250 0.000 1.09 0.00 0.96 1.5 0.036 17.333 0.000 1.04 0.00 0.92 1.3 0.034 17.417 0.000 1.00 0.00 0.89 1.2 0.032 17.500 0.000 0.97 0.00 0.85 1.2 0.031 17.583 0.000 0.94 0.00 0.83 1.1 0.030 17.667 0.000 0.91 0.00 0.80 1.1 0.029 17.750 0.000 0.89 0.00 0.78 1.0 0.028 17.833 0.000 0.87 0.00 0.76 1.0 0.027 17.917 0.000 0.85 0.00 0.74 1.0 0.027 18.000 0.000 0.83 0.00 0.72 0.9 0.026 18.083 0.000 0.81 0.00 0.71 0.9 0.025 18.167 0.000 0.77 0.00 0.69 0.9 0.025 18.250 0.000 0.73 0.00 0.67 0.8 0.024 18.333 0.000 0.69 0.00 0.65 0.8 0.023 18.417 0.000 0.67 0.00 0.63 0.8 0.022 18.500 0.000 0.66 0.00 0.62 0.7 0.022 18.583 0.000 0.64 0.00 0.60 0.7 0.021 18.667 0.000 0.63 0.00 0.59 0.7 0.021 18.750 0.000 0.62 0.00 0.58 0.7 0.020 18.833 0.000 0.61 0.00 0.57 0.7 0.020 18.917 0-000 0.60 0.00 0.56 0.7 0.019 19.000 0.000 0.59 0.00 0.55 0.6 0.019 19.083 0.000 0.58 0.00 0.55 0.6 0.019 19.167 0.000 0.57 0.00 0.54 0.6 0.019 19.250 0.000 0.56 0.00 0.53 0.6 0.018 19.333 0.000 0.56 0.00 0.53 0.6 0.018 19.417 0.000 0.55 0.00 0.52 0.6 0.018 19.500 0.000 0.54 0.00 0.52 0.6 0.018 19.583 0.000 0.53 0.00 0.51 0.6 0.017 19.667 0.000 0.53 0.00 0.50 0.6 0.017 19.750 0.000 0.52 0.00 0-50 0.5 0.017 19.833 0.000 0.51 0.00 0.50 0.5 0.017 19.917 0.000 0.51 0.00 0.49 0.5 0.017 20.000 0.000 0.50 0.00 0.49 0.5 0.016 20.083 0.000 0.50 0.00 0.48 0.5 0.016 20.167 0.000 0.49 0.00 0.48 0.5 0.016 20.250 0.000 0.49 0.00 0.48 0.5 0.016 20.333 0.000 0.48 0.00 0.47 0.5 0.016 20.417 0.000 0.48 0.00 0.47 0.5 0.016 20.500 0.000 0.47 0.00 0.47 0.5 0.016 20.583 0.000 0.47 0.00 0.46 0.5 0.015 20.667 0.000 0.46 0.00 0.46 0.5 0.015 20.750 0.000 0.46 0.00 0.46 0.5 0.015 20.833 0.000 0.45 0.00 0.45 tO.5 0.015 20.917 0.000 0.45 0.00 0.45 0.5 0.015 21.000 0.000 0.44 0.00 0.45 0.5 0.015 21.083 0.000 0.44 0.00 0.44 0.5 0.015 21.167 0.000 0.44 0.00 0.44 0.5 0.015 21.250 0.000 0.�3 0.00 0.44 0.4 0.015 21.333 0.000 0.43 0.00 0.44 0.4 0.014 21.417 0.000 0.42 0.00 0.43 0.4 0.014 21.500 0.000 0.42 0.00 0.43 0.4 0.014 21.583 0.000 0.42 0.00 0.43 0.4 0.014 21.667 0.000 0.41 0.00 0.43 0.4 0.014 21.750 0.000 0.41 0.00 0.43 0.4 0.014 21.833 0.000 0.41 0.00 0.42 0.4 0.014 21.917 0.000 0.40 0.00 0.42 0.4 0.014 22.000 0.000 0.40 0.00 0.42 0.4 0.014 22.083 0.000 0.40 0.00 0.42 0.4 0.014 22.167 0.000 0.40 0.00 0.42 0.4 0.014 22.250 0.000 0.39 0.00 0.41 0.4 0.014 22.333 0.000 0.39 0.00 0.41 0.4 0.013 22.417 0.000 0.39 0.00 0.41 0.4 0.013 22.500 0.000 0.38 0.00 0.41 0.4 0.013 22.583 0.000 0.38 0.00 0.41 0.4 0.013 22-667 0.000 0.36 0.00 0.40 0.4 0.013 00%% 22.750 0.000 0.38 0.00 0.40 0.4 0.013 *41we 22.833 0.000 0.37 0.00 0.40 0.4 0.013 END OF FLOODSCx ROUTING ANALYSIS m m 22.917 0.000 0.37 0.00 0.40 0.4 0.013 23.000 0.000 0.37 0.00 0.40 0.4 0.013 23.083 0.000 0.37 0.00 0.40 0.4 0.013 23.167 0.000 0.36 0.00 0.39 0.4 0.013 23.250 0.000 0.36 0.00 0.39 0.4 0.013 23.333 0.000 0.36 0.00 0.39 0.4 0.013 23.417 0.000 0.36 0.00 0.39 0.4 0.013 23.500 0.000 0.36 0.00 0.38 0.4 0.013 23.583 0.000 0.35 0.00 0.38 0.4 0.012 23.667 0.000 0.35 0.00 0.38 0.4 0.012 23.750 0.000 0.35 0.00 0.38 0.4 0.012 23.833 0.000 0.35 0.00 0.38 0.4 0.012 23.917 0.000 0.35 0.00 0.37 0.4 6.012 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1.484 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 1.484 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS m m N A Project: Tract 16383 Date: 5/2912006 652-1942 Engineer: 0 Notes: Developed I -yr Set #1 1 st-24hr 2nd-24hr 1 Design Storm 2 Catchment Lag time 3 Catchment Area 4 Base flow 5 S -graph 6 Maximum loss rate, Fm 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall 0.95 Watershed area -averaged 30 -minute point rainfall inches Watershed area -averaged 1 -hour point rainfall 0.49 Watershed area -averaged 3 -hour point rainfall 2.34 Watershed area -averaged 6 -hour point rainfall minutes Watershed area -averaged 24 -hour point rainfall 9 24-hour storm unit interval Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors (Fig E-4) WOMP-UHinput-sheet-WQMP-2ac.xls yr I hrs 0.18 (TC, min) 13.6 acres 13 cfs/sq mi 0 in/hr 0.59 30 -min 0.98 0.59 0.98 inches 0.16 0.06 inches 0.38 0.14 inches 0.53 0.19 inches 0.95 0.34 inches 1.37 0.49 inches 2.34 0.84 minutes 5 5 -min 0.98 30 -min 0.98 1 -hr 0.98 3 -hr 1 6 -hr 1 24 -hr 1 5/29/2006 0 Tract 16383 652'1942 5/29/06K8eadovmwood Low Loss Fraction & Maximum Loss Rate [Developed 1 -yr Set # 11 Cover Area Soil type Area sf ZT1 -,Y 100 9.4 0 WWI 916 M&A MEWS P-24= 2.34 in RetumPerio To= 13.6 min from Rational Method Study IlLag = 0.18 hr Tributary area Low Loss Fraction,Y-bar = 0,5921 24 -hr Rainfall (o er than 100 yr) 100 9.4 VVQMP-UHinput-sheet-WQMP'2on.xlo 5/29/2006 , * * * * * * * * * * � * * * * * * * * - * * * * * * * * * + 4 A * * * * * * * * * * * * * * * , * * * * * * * * * * * * * * * * * * * * * * * * * * * * F L 0 0 D R 0 U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 1 -YEAR WATER QUALITY UNIT HYDROGRAPH--WEST BASIN • jN 652-1942 wli uhwl.dat FILE NAME: UHW1.DAT TIME/DATE OF STUDY: 07:56 05/30/2006 FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE ----------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 13.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.180 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.590 LOW LOSS FRACTION = 0.590 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.16 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.38 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 0.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 0.95 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.37 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 2.34 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACT6R = 0.980 30 -MINUTE FACTOR = 0.980 J -HOUR FACTOR = 0.980 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 too"., lkft� UNIT HYDROGRAPH TIME UNIT 55.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 46.296 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10-00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.830 6.022 2 25.650 34.304 3 61.679 566.644 4 86.217 38.579 5 95.548 14.670 6 98.360 4.421 7 99.220 1.352 8 99.688 0.736 9 99.922 0.368 10 100.000 0.123 ------- -------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 1.4487 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) 1.0857 ---------------------------------------------------------------------------- m 2 4 - H 0 U R S T 0 R M R U N 0 F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 2.5 5.0 7.5 10.0 ---------------------------------------------------------------------------- 10.000 0.2122 0.36 Q V 10.083 0.2147 0.36 Q V 10.167 0.2172 0.37 Q V 10.250 0.2198 0.37 Q V 10.333 0.2223 0.37 Q V 10.417 0.2249 0.38 Q V 10.500 0.2275 0.38 Q V 10.583 0.2302 0.38 Q V 10.667 0.2328 0.39 Q V 10.750 0.2355 0.39 Q V 10.833 0.2382 0.39 Q V 10.917 0.2409 0.40 Q V 11.000 0.2437 0.40 Q V 11.083 0.2465 0.40 Q V. 11.167 0.2493 0.41 Q V. 11.250 0.2521 0.41 Q V. 11.333 0.2550 0.42 Q V. 11.417 0.2579 0.42 Q V. 11.500 0.2608 0.43 Q V. 11.583 0.2638 0.43 Q V. 11.66*7 0.2668 0.44 Q V. 11.750 0.2698 0.44 Q V. 11.833 0.2729 0.45 Q V 11.917 0.2760 O.A5 Q V 12.000 0.2791 0.46 Q V 12.083 0.2823 0.47 Q V 12.167 0.2859 0.51 Q V 12.250 0.2899 0.58 Q V 12.333 0.2942 0.63 Q V 12.417 0.2987 0.65 Q V 12.500 0.3033 0.66 Q V 12-583 0.3079 0.67 Q V 12.667 0.3126 0.68 Q V 12.750 0.3173 0.69 Q V 12.833 0.3221 0.70 Q V 12.917 0.3270 0.71 Q V 13.000 0.3319 0.71 Q V 13.083 0.3369 0.72 Q V 13.167 0.3419 0.73 Q V 13.250 0.3470 0.74 Q V 13.333 0.3522 0.75 Q V 13.417 0.3574 0.76 Q V 13.500 0.3628 0.77 Q V 13.583 0.3682 0.78 Q V 13.667 0.3736 0.80 Q V 13.750 0.3792 0.81 Q v 13.833 0.3848 0.82 Q v 13.917 0.3906 0.83 Q v 14.000 0.3964 0.85 Q v 14.083 0.4024 0.87 Q v 14.167 0.4085 0.89 Q v 14.250 0.4149 0.92 Q v 14.333 0.4214 0.95 Q v 14.417 0.4280 0.97 Q v 14.500 0.4349 0.99 Q v 14.583 0.4418 1.01 Q v 14.667 0.4490 1.04 Q v 14.750 0.4563 1.06 Q v 14.833 0.4638 1.09 Q v 14.917 0.4715 1.12 Q v 15.000 0.4795 1.15 Q v 15.083 0.4877 1.19 Q v 15.167 0.4961 1.23 Q v 15.250 0.5049 1.28 Q v 15.333 0.5140 1.33 Q v 15.417 0.5235 1.38 Q V. 15.500 0.5332 1.40 Q V. 15.583 0.5429 1.41 Q v 15.667 0.5530 1.47 Q v 15.750 0.5639 1.57 Q v 15.833 0.5758 1.73 Q v 15.917 0.5894 1.97 Q v AVMN%, 16.000 16.083 0.6056 0.6292 2.35 3.44 Q v Q v 16.167 0.6725 6.28 VQ 16.250 0.7262 8.09 v Q 16.333 0.7697 6.03 Q v 16.417 0.7932 3.41 Q V. 16.500 0.8080 2.15 Q V. 16.583 0.8196 1.68 Q v 16.667 0.8298 1.49 Q v 16.750 0.8391 1.34 Q v 16.833 0.8475 1.23 Q v 16.917 0.8554 1.14 Q v 17.000 0.8628 1.08 Q v 17.083 0.8699 1.03 Q v 17.167 0.8766 0.97 Q v 17.250 0.8829 0.92 Q v 17.333 0.8890 0.88 Q v 17.417 0.8948 0.84 Q v 17.500 0.9004 0.81 Q v 17.583 0.9058 0.79 Q v 17.667 0.9111 0.77 Q v 17.750 0.9163 0.75 Q v 17.833 0.9213 0.73 Q v 17.917 0.9262 0.71 Q v 18.000 0.9309 0.69 Q v 18.083 0.9355 0.67 Q v 18.167 0.9398 0.62 Q v 11*250 0,9436 0*54 Q V 18.333 0.9469 0.49 Q v 18.417 0.9501 0.46 -Q v OWN., 18.500 0.9532 0.45 Q v 18.583 0.9561 0.43 Q v 18.667 0.9591 0.42 Q v 18.750 0.9619 0.41 Q v 18.833 0.9647 0.41 Q v 18.917 0.9675 0.40 Q v 19.000 0.9701 0.39 Q v 19.083 0.9728 0.38 Q v 19.167 0.9754 0.38 Q v 19.250 0.9779 0.37 Q v 19.333 0.9804 0.36 Q v 19.417 0.9829 0.36 Q v 19.500 0.9853 0.35 Q v 19.583 0.9877 0.35 Q v 19.667 0.9901 0.34 Q v 19.750 0.9924 0.34 Q v 19.833 0.9947 0.33 Q v 19.917 0.9969 0.33 Q v 20.000 0.9992 0.32 Q v 20.083 1.0014 0.32 Q v 20.167 1.0035 0.31 Q v 20.250 1.0057 0.31 Q v 20.333 1.0078 0.31 Q v 20.417 1.0098 0.30 Q v 20.500 1.0119 0.30 Q v 20.583 1.0139 0.30 Q v 20.667 1.0159 0.29 Q v 20.750 1.0179 0.29 Q v 20.833 1.0199 0.29 Q v 20.917 1.0218 0.28 Q v 21.000 1.0238 0.28 Q v 21.083 1.0257 0.28 Q v 21.167 1.0275 0.27 Q v 21.250 1.0294 0.27 Q v 21.333 1.0312 0.27 Q v 21.417 1.0331 0.26 Q v 21.500 1.0349 0.26 Q v 21.583 1.0367 0.26 Q v 21.667 1.0384 0.26 Q v 21.750 1.0402 0.25 Q v 21.833 1.0419 0.25 Q v 21.917 1.0437 0.25 Q v 22.000 1.0454 0.25 Q v 22.083 1.0471 0.25 Q v 22.167 1.0487 0.24 Q v 22.250 1.0504 0.24 Q v 22.333 1.0521 0.24 Q v 22.417 1.0537 0.24 Q v 22.500 1.0553 0.24 Q v 22.583 1.0569 0.23 Q v 22.667 1.0585 0.23 Q v 22.750 1.0601 0.23 Q V. 22.833 1.0617 0.23 Q V. 22.917 1.0632 0.23 Q V. 23.000 1.0648 0.22 Q V. 23.083 1.0663 0.22 Q V. 23.167 1.0678 0.22 Q V. 40"11" 23.250 1.0694 0.22 Q V . 23.333 1.0709 0.22 Q V. 23.417 1.0723 0.22 Q V. 23.500 1.0738 0.22 Q V. 23.583 1.0753 0.21 Q V. 23.667 1.0768 0.21 Q V. 23.750 1.0782 0.21 Q V. 23.833 1.0797 0.21 Q V. 23.917 1.0811 0.21 Q V. 24.000 1.0825 0.21 Q V. FLOW PROCESS FROM NODE 99.00 TO NODE 109.00 IS CODE 3.1 ---------------------------------------------------------------------------- >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) V -effective depth ----------- I (and volume) V........ detention 1<-->l outflow basin I ......... ----------- I I \ I I dead I basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER I THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 1.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 0.40 0.38 0.013 3 0.90 1.20 0.033 4 1.40 3.00 0.059 5 1.90 4.00 0.090 6 2.40 4.70 0.127 AVft �We 7 2.90 5.40 0.170 8 3.40 7.81 0.220 9 3.90 9.20 0.274 10 4.40 10.50 0.335 11 4.90 11.70 0.403 12 5.40 12.75 0.478 13 5.90 13.70 0.561 14 6.40 14.60 0.650 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUMEW) ---------------------------------------------------------------------------- 10.083 0.000 0.36 0.36 0.00 0.0 0.000 10.167 0.000 0.37 0.37 0.00 0.0 0.000 10.250 0.000 0.37 0.37 0.00 0.0 0.000 10.333 0.000 0.37 0.37 0.00 0.0 0.000 10.417 0.000 0.38 0.38 0.00 0.0 0.000 10.500 0.000 0.38 0.38 0.00 0.0 0.000 10.583 0.000 0.38 0.38 0.00 0.0 0.000 10.667 0.000 0-39 0.39 0.00 0.0 0.000 10.750 0.000 0.39 0.39 0.00 0.0 0.000 10.833 0.000 0.39 0.39 0.00 0.0 0.000 10.917 11.000 0.000 0.000 0.40 0.40 0.40 0.40 0.00 0.00 0.0 0.0 0.000 0.000 11.083 0.000 0.40 0.40 0.00 0.0 0.000 11.167 0.000 0.41 0.41 0.00 0.0 0.000 11.250 0.000 0.41 0.41 0.00 0.0 0.000 11.333 0.000 0.42 0.42 0.00 0.0 0.000 11.417 0.000 0.42 0.42 0.00 0.0 0.000 11.500 0.000 0.43 0.43 0.00 0.0 0.000 11.583 0.000 0.43 0.43 0.00 0.0 0.000 11.667 0.000 0.44 0.44 0.00 0.0 0.000 11.750 0.000 0.44 0.44 0.00 0.0 0.000 11.833 0.000 0.45 0.45 0.00 0.0 0.000 11.917 0.000 0.45 0.45 0.00 0.0 0.000 12.000 0.000 0.46 0.46 0.00 0.0 0.000 12.083 0.000 0.47 0.47 0.00 0.0 0.000 12.167 0.000 0.51 0.51 0.00 0.0 0.000 12.250 0.000 0.58 0.58 0.00 0.0 0.000 12.333 0.000 0.63 0.63 0.00 0.0 0.000 12.417 0.000 0.65 0.65 0.00 0.0 0.000 12.500 0.000 0.66 0.66 0.00 0.0 0.000 12.583 0.000 0.67 0.67 0.00 0.0 0.000 12.667 0.000 0.68 0.68 0.00 0.0 0.000 12.750 0.000 0.69 0.69 0.00 0.0 0.000 12.833 0.000 0.70 0.70 0.00 0.0 0.000 12.917 0.000 0.71 0.71 0.00 0.0 0.000 13.000 0.000 0.71 0.71 0.00 0.0 0.000 13.083 0.000 0.72 0.72 0.00 0.0 0.000 13.167 0.000 0.73 0.73 0.00 0.0 0.000 13.250 0.000 0.74 0.74 0.00 0.0 0.000 13.333 0.000 0.75 0.75 0.00 0.0 0.000 KOO V& Cott KZ;' ��Or*-LE� GA -e-0- 1-0-r, 13.417 0.000 0.76 0.76 0.00 0.0 0.000 13.500 0.000 0.77 0.77 0.00 0.0 0.000 13.583 0.000 0.78 0.78 0.00 0.0 0.000 13.667 0.000 0.80 0.80 0.00 0.0 0.000 13.750 0.000 0.81 0.81 0.00 0.0 0.000 13.833 0.000 0.82 0.82 0.00 0.0 0.000 13.917 0.000 0.83 0.83 0.00 0.0 0.000 14.000 0.000 0.85 0.85 0.00 0.0 0.000 14.083 0.000 0.87 0.87 0.00 0.0 0.000 14.167 0.000 0.89 0.89 0.00 0.0 0.000 14.250 0.000 0.92 0.92 0.00 0.0 0.000 14.333 0.000 0.95 0.9-5 0.00 0.0 0.000 14.417 0.000 0.97 0.97 0.00 0.0 0.000 14.500 0.000 0.99 0.99 0.00 0.0 0.000 14.583 0.000 1.01 1.00 0.00 0.0 0.000 14.667 0.000 1.04 1.00 0.01 0.0 0.000 14.750 0.000 1.06 1.00 0.02 0.0 0.001 14.833 0.000 1.09 1.00 0.03 0.0 0.001 14.917 0.000 1.12 1.00 0.05 0.0 0.002 15.000 0.000 1.15 1.00 0.07 0.1 0.002 15.083 0.000 1.19 1.00 0.09 0.1 0.003 15.167 0.000 1.23 1.00 0.12 0.1 0.004 15.250 0.000 1.28 1.00 0.15 0.1 0.005 15.333 0.000 1.33 1.00 0.19 0.2 0.006 15.417 0.000 1.38 1.00 0.23 0.2 0.007 15.500 0.000 1.40 1.00 0.26 0.2 0.009 15.583 0.000 2.41 1.00 0.29 0.3 0.010 15.667 15.750 0.000 0.000 1.47 1.57 1.00 1.00 0.33 0.38 0.3 0.3 0.011 0.012 15.833 0.000 1.73 1.00 0. 44 0.4 0.015 15.917 0.000 1.97 1.00 0.52 0.5 0.018 16.000 0.000 2.35 1.00 0.64 0.7 0.022 16.083 0.000 3.44 1.00 0.89 1.0 0.033 16.167 0.000 6.28 1.00 1.33 2.0 0.055 16.250 0.000 8.09 1.00 1.77 3.2 0.082 16.333 0.000 6.03 1.00 1.90 3.9 0.090 16.417 0.000 3.41 1.00 1.74 3.8 0.080 16.500 0.000 2.15 1.00 1.49 3.4 0.064 16.583 0.000 1.68 1.00 1.23 2.8 0.050 16.667 0.000 1.49 1.00 1.02 2.0 0.039 16.750 0.000 1.34 1.00 0.88 1.4 0.032 16.833 0.000 1.23 1.00 0.74 1.0 0.026 16.917 0.000 1.14 1.00 0.62 0.6 0.022 17.000 0.000 1.08 1.00 0.52 0.7 0.018 17.083 0.000 1.03 1.00 0.44 0.5 0.014 17.167 0.000 0.97 1.00 0.36 0.4 0.012 17.250 0.000 0.92 1.00 0.28 0.3 0.009 17.333 0.000 0.88 1.00 0.20 0.2 0.007 17.417 0.000 0.84 1.00 0.13 0.2 0.004 17.500 0.000 0.81 1.00 0.07 0.1 0.002 17.583 0.000 0.79 1.00 0.02 0.0 0.001 17.667 0.000 0.77 0.85 0.00 0.0 0.000 17.750 0.000 0.75 0.75 0.00 0.0 0.000 17-833 0.000 0.73 0.73 0.00 0.0 0.000 17.917 18.000 0.000 0.000 0.71 0.69 0.71 0.69 0.00 0.00 0.0 0.0 0.000 0.000 18.083 0.000 0.67 0.67 0.00 0.0 0.000 KOO V& Cott KZ;' ��Or*-LE� GA -e-0- 1-0-r, 18.167 0.000 0.62 0.62 0.00 0.0 0.000 M -I 18.250 0.000 0.54 0.54 0.00 0.0 0.000 18.333 0.000 0.49 0.49 0.00 0.0 0.000 18.417 0.000 0.46 0.46 0.00 0.0 0.000 18.500 0.000 0.45 0.45 0.00 0.0 0.000 18.583 0.000 0.43 0.43 0.00 0.0 0.000 18.667 0.000 0.42 0.42 0.00 0.0 0.000 18.750 0.000 0.41 0.41 0.00 0.0 0.000 18.833 0.000 0.41 0.41 0.00 0.0 0.000 18.917 0.000 0.40 0.40 0.00 0.0 0.000 19.000 0.000 0.39 0.39 0.00 0.0 0.000 19.083 0.000 0.38 0.38 0.00 0.0 0.000 19.167 0.000 0.38 0.38 0.00 0.0 0.000 19.250 0.000 0.37 0.37 0.00 0.0 0.000 19.333 0.000 0.36 0.36 0.00 0.0 0.000 19.417 0.000 0.36 0.36 0.00 0.0 0.000 19.500 0.000 0.35 0.35 0.00 0.0 0.000 19.583 0.000 0.35 0.35 0.00 0.0 0.000 19.667 0.000 0.34 0.34 0.00 0.0 0.000 19.750 0.000 0.34 0.34 0.00 0.0 0.000 19.833 0.000 0.33 0.33 0.00 0.0 0.000 19.917 0.000 0.33 0.33 0.00 0.0 0.000 20.000 0.000 0.32 0.32 0.00 0.0 0.000 20.083 0.000 0.32 0.32 0.00 0.0 0.000 20.167 0.000 0.31 0.31 0.00 0.0 0.000 20.250 0.000 0.31 0.31 0.00 0.0 0.000 20.333 0.000 0.31 0.31 0.00 0.0 0.000 20.417 0.000 0.30 0.30 0.00 0.0 0.000 opt*, 20.500 0.000 0.30 0.30 0.00 0.0 0.000 %No*, 20.583 0.000 0.30 0.30 0.00 0.0 0.000 20.667 0.000 0.29 0.29 0.00 0.0 0.000 20.750 0.000 0.29 0.29 0.00 0.0 0.000 20.833 0.000 0.29 0.29 0.00 0.0 0.000, 20.917 0.000 0.28 0.28 0.00 0.0 0.000 21.000 0.000 0.28 0.28 0.00 0.0 0.000 21.083 0.000 0.28 0.28 0.00 0.0 0.000 21.167 0.000 0.27 0.27 0.00 0.0 0.000 21.250 0.000 0.27 0.27 0.00 0.0 0.000 21.333 0.000 0.27 0.27 0.00 0.0 0.000 21.417 0.000 0.26 0.26 0.00 0.0 0.000 21.500 0.000 0.26 0.26 0.00 0.0 0.000 21.583 0.000 0.26 0.26 0.00 0.0 0.000 21.667 0.000 0.26 0.26 0.00 0.0 0.000 21.750 0.000 0.2-5 0.25 0.00 0.0 0.000 21.833 0.000 0.25 0.25 0.00 0.0 0.000 21.917 0.000 0.25 0.25 0.00 0.0 0.000 22.000 0.000 0.25 0.25 0.00 0.0 0.000 22.083 0.000 0.25 0.25 0.00 0.0 0.000 22.167 0.000 0.24 0.24 0.00 0.0 0.000 22.250 0.000 0.24 0.24 0.00 0.0 0.000 22.333 0.000 0.24 0.24 0.00 0.0 0.000 22.417 0.000 0.24 0.24 0.00 0.0 0.000 22.500 0.000 0.24 0.24 0.00 0.0 0.000 22.583 0.000 0.23 0.23 0.00 0.0 0.000 22.667 0.000 0.23 0.23 0.00 0.0 0.000 Apmb� 22.750 0.000 0.23 0.23 0.00 0.0 0.000 c4w,,, 22.833 0.000 0.23 0.23 0.00 0.0 0.000 22.917 0.000 0.23 0.23 0.00 0.0 0.000 23.000 0.000 0.22 0.22 0.00 0.0 0.000 23.083 0.000 0.22 0.22 0.00 0.0 0.000 23.167 0.000 0.22 0.22 0.00 0.0 0.000 23.250 0.000 0.22 0.22 0.00 0.0 0.000 23.333 0.000 0.22 0.22 0.00 0.0 0.000 23.417 0.000 0.22 0.22 0.00 0.0 0.000 23.500 0.000 0.22 0.22 0.00 0.0 0.000 23.583 0.000 0.21 0.21 0.00 0.0 0.000 23.667 0.000 0.21 0.21 0.00 0.0 0.000 23.750 0.000 0.21 0.21 0.00 0.0 0.000 23.833 0.000 0.21 0.21 0.00 0.0 0.000 23.917 0.000 0.21 0.21 0.00 0.0 0.000 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 1.086 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 0.216 AF LOSS VOLUME = 0.870 AF END OF FLOODSCx ROUTING ANALYSIS 1A SECTION O -EAST BASIN PRE -DEVELOPED CONDITIONS 51 2, & I -YEAR HYDROLOGY m - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 4 - DESCRIPTION OF STUDY: TRACT 16383 FONTANA 5 -YEAR PRE -DEVELOPED STUDY - -EAST BASIN JN 652-1942 wli wqce05.dat ---------------------------------------- [SAN BERNARDINO COUNTY] ----------------------------------------- FILE NAME:WQCE05-DAT *ENGLISH UNITS* CALCULATED BY: TIME/DATE OF STUDY: 8:55 5/29/2006 CHECKED BY: 5.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER 1 OF ----------------------------- [(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE) ------------------------------ ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I FM I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I POINT NUMBERISUBAREA1 SUM ITYPEITYPEIMIN.1 MI14.1 (in/hr) I(Avg)l(cfs) 1(ft)Ift/ftIFPS.1 AND NOTES I I ------------- I ------- I ------ I___I ------ I --------------- I I ------------- I ------- I ------ I___I ------ I --------------- I I I I I 1 1 1651.01641 IINITIAL SUBAREAI I 105.001 0.61 0.61 A IGrassl ---- 1 12.412.2710.8210.8201 0.81 ---- I ----- I ---- I --------------- I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 3301.02061 1.91Qest - 1.531 1 1 1.41 1.991 A IGrassl ---- 1 15.711.9710.8210.8201 2.11 1 1 1 1 1 1 1 1 I*Given Channel Base= 5.00;Freeboard= 0.1 In=.0300 D= 0.161 1 110.001 1 1 3.31*Estimated Channel Height = 0.26 IB= 5.00 Z=10.0 I I ------------- I ------- ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 5101.01761 2.01Qest 2.921 1 1 2.21 4.141 A IGrassl ---- 1 20.011.7010.8210.8201 3.31 1 1 1 1 1 1 1 1 1 1 I*Given Channel Base= 5.00;Freeboard- 0.1 In=.0300 D= 0.221 1 115,001 1 1 1 1 4.41*Estimated Channel Height = 0.32 IB- 5.00 Z=10.0 I I ------------- I ------- I ------ I --- I ----- I ---- I ---- I ----- I ------ 1 4601.01071 1.91Qest 4,521 1 1 3.11 1 A IGrassI 1 1 10.821 1 1 1 1 1 1 1 1 0.81 8.031 A 11D/ACI ---- 1 24.111.5210.7810.8201 5.11 1 1 1 1 1 1 1 1 1 1 I*Given Channel Base- 5.00;Freeboard= 0.1 In=.0300 D= 0.321 1 120.001 1 1 4.11*Estimated Channel Height - 0.42 IB= 5.00 Z=10.0 I I ------------- I ------- I ------ ------ 1 2801.00141 0.91Qest 5.591 1 1 1.41 1 A IGrassf 1 1 10.821 1 1 1 1 1 1 1 1 1 0.71 10.061 A IlD/ACI ---- 1 29.011.3610.7810.8201 5.11 1 1 1 1 1 1 1 1 1 1 1 I*Given Channel Base= 5.00;Freeboard- 0.1 In=.0300 D= 0.531 1 1 210.001 1 1 1 1 4.91*Estimated Channel Height = 0.63 15= 5.00 Z=10.0 I I I------------- I ------- I ------ I___I ------ I ---- I ----- I ---- I --------------- I I 210.001 1 10.11 1 1 29.01 1 1 1 5.11 ---- I ----- I ---- ISTREAM SUMMARY I I ------------- I ------- I ------ I --- I I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I EFFECTIVE AREA = 10.06 Acres TOTAL AREA - 10.06 Acres PEAK FLOW RATE - 5.08 cfs I I TIME OF CONCENTRATION(MIN.)- 29.02 MEAN VALUES: Fp 0.839 (in/hr); Ap 0.971; Fm - 0,814 (in/hr)I I ------------- ------- ------ ------ --------------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 5 -YEAR PRE -DEVELOPED STUDY - -EAST BASIN • JN 652-1942 wli wqce05.dat FILE NAME: WQCE05-DAT TIME/DATE OF STUDY: 08:54 05/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 5.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(TC;MIN)) = 0.6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 0.8800 *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 2 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 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) = 50.50 DOWNSTREAM(FEET) 47.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]* -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.389 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.268 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" A 0.63 0.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 0.82 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 50 12.39 0.82 0.82 FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 47.80 DOWNSTREAM(FEET) = 41.00 CHANNEL LENGTH THRU SUBAREA(FEET) 330.00 CHANNEL SLOPE = 0.0206 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10-000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.25 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.970 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 1.36 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.53 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.68 AVERAGE FLOW DEPTH(FEET) 0.14 TRAVEL TIME(MIN.) = 3.28 Tc(MIN.) = 15.67 SUBAREA AREA(ACRES) 1.36 SUBAREA RUNOFF(CFS) 1.41 EFFECTIVE AREA(ACRES) 1.99 AREA -AVERAGED Fm(INCH/HR) 0.82 AREA -AVERAGED Fp(INCH/HR) 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.99. PEAK FLOW RATE(CFS) = 2.06 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.26 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) 1.88 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 495.00 FEET. OWN FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 56 ------------ ----------- ------- --------- -->>>>>COMPUTE-TRAPEZOIDAL-CHANNEL-FLOW<<<<< FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVFLTIME THRU SUBAREA<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 41.00 DOWNSTREAM(FEET) = 32.00 CHANNEL LENGTH THRU SUBAREA(FEET) 460.00 CHANNEL SLOPE = CHANNEL LENGTH THRU SUBAREA(FEET) 510.00 CHANNEL SLOPE = 0.0176 0.1 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.42 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.519 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.32 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.700 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SUBAREA LOSS RATE DATA(AMC II): "GRASS" A 3.07 0.82 1.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.85 NATURAL FAIR COVER SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.96 "GRASS" A 2.1-5 0.82 1.00 50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 AVERAGE FLOW DEPTH(FEET) 0.30 TRAVEL TIME(MIN.) = 4.12 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 Tc(MIN.) = 24.15 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.92 SUBAREA AREA(ACRES) 3.89 SUBAREA RUNOFF(CFS) 2.48 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.95 AVERAGE FLOW DEPTH(FEET) 0.21 TRAVEL TIME(MIN.) = 4.36 Tc(MIN.) = 20.03 SUBAREA AREA(ACRES) 2.15 SUBAREA RUNOFF(CFS) 1.70 EFFECTIVE AREA(ACRES) 4.14 AREA -AVERAGED Fm(INCH/HR) 0.82 AREA -AVERAGED Fp(INCH/HR) 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 3.28 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.32 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) 2.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1005.00 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 32.00 DOWNSTREAM(FEET) = 27.10 CHANNEL LENGTH THRU SUBAREA(FEET) 460.00 CHANNEL SLOPE = 0.0107 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.42 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.519 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 3.07 0.82 1.00 50 RESIDENTIAL "I DWELLING/ACRE" A 0.82 0.98 0.80 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.96 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.86 AVERAGE FLOW DEPTH(FEET) 0.30 TRAVEL TIME(MIN.) = 4.12 Tc(MIN.) = 24.15 SUBAREA AREA(ACRES) 3.89 SUBAREA RUNOFF(CFS) 2.48 EFFECTIVE AREA(ACRES) = 8.03 AREA -AVERAGED Fm(INCH/HR) 0.82 AREA -AVERAGED Fp(INCH/HR) 0.83 AREA -AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 8.03 PEAK FLOW RATE(CFS) = 5.08 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.42 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) 1.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1465.00 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 210.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 27.10 DOWNSTREAM(FEET) = 26.70 CHANNEL LENGTH THRU SUBAREA(FEET) 280.00 CHANNEL SLOPE = 0.0014 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.66 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.361 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER tv G PAS S " A 1.37 0.82 1.00 50 RESIDENTIAL "l DWELLING/ACRE" A 0.66 0.98 0.80 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.93 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.59 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.96 AVERAGE FLOW DEPTH(FEET) 0.55 TRAVEL TIME(MIN.) = 4.88 Tc(MIN.) = 29-02 SUBAREA AREA(ACRES) 2.03 SUBAREA RUNOFF(CFS) 1.01 EFFECTIVE AREA(ACRES) 10.06 AREA -AVERAGED Fm(INCH/HR) 0.81 AREA -AVERAGED Fp(INCH/HR) 0.84 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 10.06 PEAK FLOW RATE(CFS) 5.08 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) 0.63 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.53 FLOW VELOCITY(FEET/SEC.) 0.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 1745.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 10.06 TC(MIN.) 29.02 EFFECTIVE AREA(ACRES) 10.06 AREA -AVERAGED Fm(INCH/HR)= 0.81 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.97 PEAK FLOW RATE(CFS) 5.08 OF RATIONAL METHOD ANALYSIS I ------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: I TRACT 16383 FONTANA I 2 -YEAR PRE -DEVELOPED STUDY - -EAST BASIN I JN 652-1942 wli wqce02.dat ---------------------------------------- [SAN BERNARDINO COUNTY) ---- FILE NAMEWQCE02.DAT *ENGLISH UNITS* TIME/DATE OF STUDY: 8:57 5/29/2006 2.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) ----------------------------- E(c) 1983-2004 ADVANCED ENGINEERING S( I 1CONCENTRATION1 AREA (ACRES) ISOILIDEV.1 Tt I TC I I I Fm I Fm IC I I POINT NUMBERISUBAREA1 SUM ITYPEITYPEIMIN.1 MIN.i (in/hr) I(Avg)ll ------------- I ------- ------ ------------- I ------- ------ 105.001 0.61 0.61 A lGrassl ---- 1 12-411.7510.8210.8201 ------------- I ------- I ------ 1-1 ----- I ---- I ---- I ----- ]_ 1 1.41 1.991 A JGrassj ---- 1 16.311.4910.8210.8201 1 1 1 1 1 I*Given Channel Base - 110.001 1 1 1 1 3.91*Estimated Channel Heic ---------- I ------- I ------ 1 2.21 4.141 A lGrassl ---- 1 21.611,2610.8210.8201 1 1 1 1 1 I*Given Channel Base= 115.001 1 1 1 1 5,31*Estimated Channel Heic. ------------- I ------- I ------ 1-1 ----- I I ----- I ---- I ---- I ----- [_ 1 3.11 1 A lGrassl 1 1 10.821 1 1 0.81 8.031 A 11D/ACI ---- 1 26,711.1110.7810.8201 1 1 1 1 1 J*Given Channel Base - 120.001 1 1 1 1 5.11*Estimated Channel Heic, ------------- I ------- I ------ 1-1 ----- I I ----- I ---- I ---- I ----- I- 1 1.41 1 A lGrassl 1 1 10.821 1 1 1 1 0.71 10.061 A 11D/ACI ---- 1 33,010.9710.7810.8201 1 1 1 1 1 1 1 I*Given Channel Base= 1 1 210,001 1 1 1 1 6,31*Estimated Channel Hei( I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I. 1 210.001 1 10.11 1 1 ---- 1 33,01 1 1 1 ------------- I ------- I ------ 1-1 ----- I ---- I ----- I ---- I ---- I I - I EFFECTIVE AREA - 10.06 Acres TOTAL AREA = 10.06 Acres I TIME OF CONCENTRATION(MIN.)- 32.99 MEAN VALUES: Fp 0.839 (ii ------------- ------- ------ ------------------------------------------------------------------ --------------------------------------------------------------------- ------------------------------------- I CALCULATED BY: CHECKED BY: PAGE NUMBER 1 OF FTWAREI ------------------------------ I I -SUM 1PATHISLOPE1 V I HYDRAULICS I -fs) j(ft)jft/ftjFPS.1 AND NOTES I --------------- --------------- 1 1651.01641 JINITIAL SUBAREA1 1 0.51 ---- I ----- I ---- I --------------- I I 3301.02061 1.51Qest 0.951 1 1.21 1 1 1 1 1 .00;Freeboard- 0.1 ln=.0300 D- 0.121 1 "it 0.22 JB= 5.00 Z-10.0 I I 5101.01'761 1.7]Qest 1.631 1 1.61 1 1 1 1 1 .00;Freeboard= 0.1 In -.0300 D= 0.151 1 rit 0.25 JB= 5.00 Z=10.0 I I 4601.01071 1.51Qest 2.141 1 1 1 1 2.11 1 . I I .00;Freeboard= 0.1 ln=.0300 D= 0.201 1 ht 0.30 JB= 5.00 Z=10.0 I I ----- 1 2801.00141 0.7rQest 2.241 1 1 1 1 1 1 1 2.11 1 1 1 1 1 .00;Freeboard= 0.1 ln=.0300 D- 0.341 1 ht 0.44 JB- 5.00 Z=10.0 I I ---- I ----- I ---- I --------------- 1 1 2.11 ---- I ----- I ---- ISTREAM SUMM.ARY I I ----- I ---- ---- I --------------- I I EAK FLOW RATE - 2.09 cfs I I /hr); Ap 0.971; Fm 0.814 (in/hr)l I --------------- I I ------------------------------------- I I ---------------------------------------- x RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 2 -YEAR PRE -DEVELOPED STUDY - -EAST BASIN • JN 652-1942 wli wqce02.dat FILE NAME: WQCE02.DAT TIME/DATE OF STUDY: 08:57 05/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL' USER SPECIFIED STORM EVENT(YEAR) 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 0.6800 *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) 30.0 20.0 o.ol8/0.018/0.020 0-67 2.00 0.0313 0.167 0.0150 2 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 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) = 50.50 DOWNSTREAM(FEET) 47.80 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.389 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.752 SUBAREA Tc AND LOSS RATE DATA(AMC Il): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" A 0.63 0.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 0.53 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 50 12.39 0.82 0.53 FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 47.80 DOWNSTREAM(FEET) = 41.00 CHANNEL LENGTH THRU SUBAREA(FEET) 330.00 CHANNEL SLOPE = 0.0206 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 �lowl "Z" FACTOR,= 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.22 ikwo� 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.488 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A .1.36 0.82 1.00 so SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.95 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.41 AVERAGE FLOW DEPTH(FEET) 0.11 TRAVEL TIME(MIN.) = 3.89 Tc(MIN.) = 16.28 SUBAREA AREA(ACRES) 1.36 SUBAREA RUNOFF(CFS) 0.82 EFFECTIVE AREA(ACRES) 1-.99 AREA -AVERAGED Fm(INCH/HR) 0.82 AREA -AVERAGED Fp(INCH/HR) 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.99 PEAK FLOW RATE(CFS) = 1.20 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10-000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.22 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) 1.53 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 495.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 56 ------------------------------------------------------------------- -->>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< 27.10 ELEVATION DATA: UPSTREAM(FEET) 41.00 DOWNSTREAM(FEET) = 32.00 CHANNEL LENGTH THRU SUBAREA(FEET) 510.00 CHANNEL SLOPE = 0.0176 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.26 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.255 SUBAREA LOSS RATE DATA(AMC II): SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER 50 "GRASS" A 2.15 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 32 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.60 AVERAGE FLOW DEPTH(FEET) 0.16 TRAVEL TIME(MIN.) = 5.32 Tc(MIN.) = 21.60 SUBAREA AREA(ACRES) 2.15 SUBAREA RUNOFF(CFS) 0.84 EFFECTIVE AREA(ACRES) 4.14 AREA -AVERAGED Fm(INCH/HR) 0.82 AREA -AVERAGED Fp(INCH/HR) 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 1.62 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.25 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) 1.67 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1005.00 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 56 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 32.00 DOWNSTREAM(FEET) = 27.10 CHANNEL LENGTH THRU SUBAREA(FEET) 460.00 CHANNEL SLOPE = 0.0107 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.32 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.105 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 3.07 0.82 1.00 50 RESIDENTIAL "l DWELLING/ACRE" A 0.82 0.98 0.80 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.96 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.14 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.50 AVERAGE FLOW DEPTH(FEET) 0.20 TRAVEL TIME(MIN.) = 5.11 Tc(MIN.) = 26.71 SUBAREA AREA(ACRES) 3.89 SUBAREA RUNOFF(CFS) 1.03 EFFECTIVE AREA(ACRES) = 8.03 AREA -AVERAGED Fm(INCH/HR) 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 8.03 PEAK FLOW RATE(CFS) = 2.09 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 ..Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.30 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) 1.48 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00- 1465.00 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 210.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 27.10 DOWNSTREAM(FEET) = 26.70 CHANNEL LENGTH THRU SUBAREA(FEET) 280.00 CHANNEL SLOPE = 0.0014 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.46 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.974 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 1.37 0.82 1.00 50 RESIDENTIAL "I DWELLING/ACRE" A 0.66 0.98 0.80 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.93 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.74 AVERAGE FLOW DEPTH(FEET) 0.35 TRAVEL TIME(MIN.) = 6.28 Tc(MIN.) = 32.99 SUBAREA AREA(ACRES) 2.03 SUBAREA RUNOFF(CFS) 0.30 EFFECTIVE AREA(ACRES) 10.06 AREA -AVERAGED Fm(INCH/HR) 0.81 AREA -AVERAGED Fp(INCH/HR) 0.84 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 10.06 PEAK FLOW RATE(CFS) 2.09 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.34 FLOW VELOCITY(FEET/SEC.) 0.73 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 1745.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 10.06 TC(MIN.) 32.99 EFFECTIVE AREA(ACRES) 10.06 AREA -AVERAGED Fm(INCH/HR)= 0.81 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.97 PEAK FLOW RATE(CFS) 2.09 END OF RATIONAL METHOD ANALYSIS -------------------------------------------------------------------------------------------------------------- DESCRIPTION OF STUDY: TRACT 16383 FONTANA 1 -YEAR PRE -DEVELOPED STUDY - -EAST BASIN JN 652-1942 wli wqce0l.dat ---------------------------------------- ISAN BERNARDINO COUNTY) ----------------------------------------- I FILE NAME:WQCE01.DAT *ENGLISH UNITS* I CALCULATED BY: I TIME/DATE OF STUDY: 9: 1 5/29/2006 1 CHECKED BY: I 1.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) I PAGE NUMBER 1 OF I ----------------------------- [(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------ ]CONCENTRATIONI AREA (ACRES) ISOILIDEV-1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I POINT NUMBERISUBAREA1 SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) I(Avg)l(cfs) I(ft)Ift/ftIFPS.1 AND NOTES. I I I------------- I ------- I ------ I ------ I --------------- I I I------------- I ------- I ------ I ------ I --------------- I I I I I 1 1 1651,01641 IINITIAL SUBAREAI I 1 105.001 0.61 0.61 A IGrassl ---- 1 12.411.3710.8210.8201 0.31 ---- I ----- I ---- I --------------- I I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 3301.02061 1.21Qest 0.511 1 1 1 1.41 1.991 A IGrassI ---- 1 17.011.1310.8210.8201 0.61 1 1 1 1 1 1 1 1 1 1 1 I*Given Channel Base- 5.00;Freeboard- 0.1 In=.0300 D= 0.081 1 1 110.001 1 1 1 1 4.61*Estimated Channel Height = 0.18 IB- 5.00 Z=10.0 I I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 5101.01761 1.21Qest 0.671 1 1 1 2.21 4.141 A IGrassl ---- 1 24.110.9210-8210.8201 0.61 1 1 1 1 1 1 1 1 1 I*Given Channel Base= 5.00;Freeboard= 0.1 In=.0300 D= 0.081 1 1 115.001 1 1 7.11*Estimated Channel Height - 0.18 IB= 5.00 Z-10.0 I I I ------------- I ------- I ------ I --- I ----- I I ----- I ---- I ---- I ----- I ------ 1 4601.01071 1,0IQest - 0.611 1 1 1 3.11 1 A IGrassl 1 1 10.821 1 1 1 1 1 1 1 1 0.81 8.031 A 11D/ACI ---- 1 31.810.7810,7810.8201 0.61 1 1 1 1 1 1 1 1 1 1 I*Given Channel Base- 5.00;Freeboard- 0.1 In=.0300 D- 0.101 1 1 120.001 1 1 1 1 7.71*Estimated Channel Height = 0.20 113- 5.00 Z=10.0 I I I ------------- I ------- I ------ I MEAN Fp - 0.833; MEAN Ap - 0.9801 ----- I ---- I --------------- I I I ------------- I ------- I ------ I ----- I ---- I ---- I ----- I ------ 1 2601-00141 0.51Qest 0.601 1 1 1.41 1 A IGrassl 1 1 10.821 1 1 1 1 1 1 1 1 0.71 10.061 A I1D/ACI ---- 1 41.210.6610.7810.8201 0.61 1 1 1 1 1 1 1 1 1 1 I*Given Channel Base- 5.00;Freeboard= 0.1 In=.0300 D- 0.171 1 1 210.001 1 1 1 1 9.51*Estimated Channel Height = 0.27 IB- 5.00 Z=10.0 I I ------------- I ------- ------ MEAN Fp = 0.839; MEAN Ap = 0.9711 ----- I ---- I --------------- I I ------------- I ------- ------ ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 210.001 1 10.11 1 1 ---- 1 41.21 1 1 1 0.61 ---- I ----- I ---- ISTREAM SUMMARY I I ------------- I ------- I ------ I___I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I EFFECTIVE AREA = 10.06 Acres -TOTAL AREA - 10.06 Acres PEAK FLOW RATE = 0,56 cfs I TIME OF CONCENTRATION(MIN.)- 41.23. MEAN VALUES: Fp 0.839 (in/hr); Ap 0.971; Fm - 0.814 (in/hr)l I ------------- ------- ------ ------ --------------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- .................................................................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 1 -YEAR PRE -DEVELOPED STUDY - -EAST BASIN • JN 652-1942 wli wqce0l.dat FILE NAME: WQCE01.DAT TIME/DATE OF STUDY: 09:01 05/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 1.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.5300 *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 2 28.0 18.0 0.020/0.020/0.020 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 SELhCTED FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 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) = 50.50 DOWNSTREAM(FEET) 47.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.389 I YEAR RAINFALL INTENSITY(INCH/HR) = 1.366 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS11 A 0.63 0.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 0.31 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 50 12.39 0.82 0.31 FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE 56 ---- ------- ---- ---- ------ -- ---- ------ -- ---- - -- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< ELEVATION DATA: UPSTREAM(FEET) 47.80 DOWNSTREAM(FEET) = 41.00 CHANNEL LENGTH THRU SUBAREA(FEET) 330.00 CHANNEL SLOPE = 0.0206 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 ESTIMATED CHANNEL HEIGHT(FEET) 0.19 I YEAR RAINFALL INTENSITY(INCH/HR) = 1.131 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 1.36 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.20 - AVERAGE FLOW DEPTH(FEET) 0.07 TRAVEL TIME(MIN.) = 4.58 Tc(MIN.) = 16.97 SUBAREA AREA(ACRES) 1.36 SUBAREA RUNOFF(CFS) 0.38 EFFECTIVEAREA(ACRES) 1.99 AREA -AVERAGED Fm(INCH/HR) 0.82 AREA -AVERAGED Fp(INCH/HR) 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.99 PEAK FLOW RATE(CFS) = 0.56 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.18 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) 1.21 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 495.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE 56 ---- ------- ---- ---- ------ -- ---- ------ -- ---- - -- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TR.AVELTIME THRU SUBAREA<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< 27.10 ELEVATION DATA: UPSTREAM(FEET) 41.00 DOWNSTREAM(FEET) = 32.00 CHANNEL LENGTH THRU SUBAREA(FEET) 510.00 CHANNEL SLOPE = 0.0176 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.20 1 YEAR RAINFALL INTENSITY(INCH/HR) = 0.916 SUBAREA LOSS RATE DATA(AMC II): scs DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER 50 "GRASS" A 2.15 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 32 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.19 AVERAGE FLOW DEPTH(FEET) 0.09 TRAVEL TIME(MIN.) = 7.12 Tc(MIN.) = 24.09 SUBAREA AREA(ACRES) 2.15 SUBAREA RUNOFF(CFS) 0.19 EFFECTIVE AREA(ACRES) 4.14 AREA -AVERAGED Fm(INCH/HR) 0.82 AREA -AVERAGED Fp(INCH/HR) 0.82 AREA -AVERAGED Ap = 1.00 TOTAL AREMACRES) = 4.14 PEAK FLOW RATE(CFS) 0.56 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) 0.18 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) 1.18 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 1005.00 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TR.AVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 32.00 DOWNSTREAM(FEET) = 27.10 CHANNEL LENGTH THRU SUBAREA(FEET) 460.00 CHANNEL SLOPE = 0.0107 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.22 1 YEAR RAINFALL INTENSITY(INCH/HR) = 0.776 SUBAREA LOSS RATE DATA(AMC Il): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 3.07 0.82 1.00 50 RESIDENTIAL "l DWELLING/ACRE" A 0.82 0.98 0.80 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.96 * RAINFALL INTENSITY IS LESS THAN AREA -AVERAGED Fp; * IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES. TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.61 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.00 AVERAGE FLOW DEPTH(FEET) 0.10 TRAVEL TIME(MIN.) 7.67 Tc(MIN.) = 31.76 SUBAREA AREA(ACRES) 3.89 SUBAREA RUNOFF(CFS) 0.11 EFFECTIVE AREA(ACRES) 8.03 AREA -AVERAGED Fm(INCH/HR) 0.82 AREA -AVERAGED Fp(INCH/HR) 0.83 AREA -AVERAGED Ap 0.98 • RAINFALL INTENSITY IS LESS THAN AREA -AVERAGED Fp; • IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES. TOTAL AREA(ACRES) = 8.03 PEAK FLOW RATE(CFS) 0.56 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.20 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) 0.97 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1465.00 FEET. FLOW PROCESS FROM NODE 120.00 TO NODE 210.00 IS CODE 56 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 27.10 DOWNSTREAM(FEET.) = 26.70 CHANNEL LENGTH THRU SUBAREA(FEET) 280.00 CHANNEL SLOPE = 0.0014 GIVEN CHANNEL BASE(FEET).= 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.28 I YEAR RAINFALL INTENSITY(INCH/HR) = 0.664 S*UBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 1.37 0.82 1.00 50 RESIDENTIAL "l DWELLING/ACRE" A 0.66 0.98 0.80 32 SUBAREA AVERAGE PERVIOUS LOSS - RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.93 • RAINFALL INTENSITY IS LESS THAN AREA -AVERAGED Fp; • IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES. TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.49 AVERAGE FLOW DEPTH(FEET) 0.18 TRAVEL TIME(MIN.) = 9.47 Tc(MIN.) = 41.23 SUBAREA AREA(ACRES) 2.03 SUBAREA RUNOFF(CFS) 0.08 EFFECTIVE AREA(ACRES) 10.06 AREA -AVERAGED Fm(INCH/HR) 0.81 AREA -AVERAGED Fp(INCH/HR) 0.84 AREA -AVERAGED Ap 0.97 • RAINFALL INTENSITY IS LESS THAN AREA -AVERAGED Fp; • IMPERVIOUS -AREA USED FOR RUNOFF ESTIMATES. TOTAL AREA(ACRES) = 10.06 PEAK FLOW RATE(CFS) 0.56 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 0.1 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 *ESTIMATED CHANNEL HEIGHT(FEET) 0.27 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.17 FLOW VELOCITY(FEET/SEC.) 0.49 14 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 1745.00 FEET. TOTAL AREA(ACRES) 10.06 TC(MIN.) 41.23 EFFECTIVE AREA(ACRES) 10.06 AREA -AVERAGED Fm(INCH/HR)= 0.81 AREA -AVERAGED Fp(INCH/HR) = 0.84 AREA -AVERAGED Ap = 0.97 PEAK FLOW RATE(CFS) 0.56 END OF RATIONAL METHOD ANALYSIS 14 SECTION Q -EAST BASIN DEVELOPED CONDITIONS Q51 Q21 & Ql HYDROLOGY -------------------------------------------------------------------------------------------------------------- I DESCRIPTION OF STUDY: TRACT 16383 FONTANA 5 -YEAR DEVELOPED STUDY FOR WATER QUALITY -EAST BASIN JN 652-1942 wli wqc05.dat ---------------------------------------- (SAN BERNARDINO COUNTY) ----------------------------------------- I I I FILE NAME:WQC05.DAT *ENGLISH UNITS* CALCULATED BY: TIME/DATE OF STUDY: 10: 4 5/29/2006 CHECKED BY: 5.0 -YEAR STORM RATIONAL METHOD STUDY (AMC Il LOSSES) PAGE NUMBER 1 OF ----------------------------- [(c) 1983-2004 ADVANCED E14GI14EERING SOFTWARE) ------------------------------ I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) I(Avg)l(cfs) l(ft)lft/ftlFPS.1 AND NOTES I I I------------- I ------- I ------ I___I ------ I --------------- I I I------------- I ------- I ------ I --- I ------ I --------------- I I I I I I I I I I I I 1 1 6251.00591 JINITIAL SUBAREAl I 1 610.001 1.81 1.81 A 14D/ACI ---- 1 15.112.0110.5910,5851 2.31 ---- I ----- I ---- I --------------- I I 610.001 1.71 3.521 A 14D/ACI ---- 1 15.112.0110.5910,5851 4.51 ---- I ----- I ---- I ADD SUBAREA I I ------------- I ------- I ------ ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 610.001 1 3.51 1 1 ---- 1 15.11 1 1 1 4.51 ---- I ----- I ---- ISTREAM SUMMARY I I ------------- I ------- I ------ ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I EFFECTIVE AREA = 3.52 Acres TOTAL AREA - 3.52 Acres PEAK FLOW RATE = 4.53 cfs I I TIME OF CONCENTRATION (MIN.)= 15.09 MEAN VALUES: Fp 0.975 (in/hr); Ap 0.600; Fm 0,585 (in/hr)l I ------------- ------- ------ ------ --------------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyrigbt 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 5 -YEAR DEVELOPED STUDY FOR WATER QUALITY -EAST BASIN • JN 652-1942 wli wqc05.dat FILE NAME: WQC05.DAT TIME/DATE OF STUDY: 10:04 05/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 5.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 0.8800 *ANTECEDENT MOISTURE CONDITION (AMC) Il 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 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 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: UPSTREAN(FEET) = 33.40 DOWNSTREAM(FEET) 29.70 Tc = K*t(LENGTH** 3.00)/(ELEVATION CHANGE)] -*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.093 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.014 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.82 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 *SUBAREA RUNOFF(CFS) 2.34 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 15.09 0.98 2.34 FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.09 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.014 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) 2.19 EFFECTIVE AREA(ACRES) 3.52 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) 3.52 PEAN FLOW RATE(CFS) 4.53 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 3.52 TC(MIN.) 15.09 EFFECTIVE AREA(ACRES) 3.52 AREA -AVERAGED Fm(INCH/HR)= 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED A� = 0.60 PEAK FLOW RATE(CFS) 4.53 END OF RATIONAL METHOD ANALYSIS r:;;m Lm -------------------------------------------------------------------------------------------------------------- DESCRIPTION OF STUDY: TRACT 16383 FONTANA I 2 -YEAR DEVELOPED STUDY FOR WATER QUALITY -EAST BASIN JN 652-1942 wli wqc02.dat ---------------------------------------- [SAN BER14ARDINO COUNTY] ----------------------------------------- I I I FILE NAME:WQCO2.DAT *ENGLISH UNITS* CALCULATED BY: TIME/DATE OF STUDY: 10: 6 5/29/2006 CHECKED BY: 2.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER 1 OF ----------------------------- ((c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------ I ICONCENTRATIONI AREA (ACRES) ISOILIDEV. I Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN. I MIN. I (in/hr) I (Avg) I (cfs) I (ft) Ift/ftlFPS. I AND NOTES I I I------------- I ------- I ------ I ------ I --------------- I I I------------- I ------- I ------ I ------ I --------------- I I I I I I I I I 1 1 6251.00591 IINITIAL SUBAREAl I 1 610.001 1.81 1.81 A 14D/ACI ---- 1 15.111,5610.5910.5851 1.61 ---- I ----- I ---- I --------------- I I 610.001 1.71 3.521 A 14D/ACI ---- 1 15.111.5610.5910.5851 3,11 ---- I ----- I ---- I ADD SUBAREA I I ------------- I ------- I ------ ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 610.001 1 3.51 1 1 ---- 1 15.11 1 1 1 3.11 ---- I ----- I ---- ISTREAM SUMMARY I I ------------- I ------- I ------ I ------ I ------ I I --------------- I I I EFFECTIVE AREA 3.52 Acres TOTAL AREA 3.52 Acres PEAK FLOW RATE 3.08 cfs TIME OF CONCENTRATION(MIN.)= 15.09 MEAN VALUES: Fp 0.975 (in/hr); Ap 0.600; Fm 0.585 (in/hr)l I ------------- ------- ------ ------ --------------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 2 -YEAR DEVELOPED STUDY FOR WATER QUALITY -EAST BASIN • JN 652-1942 wli wqc02.dat FILE NAME: WQCO2.DAT TIME/DATE OF STUDY: 10:06 05/29/2006 USER SPECIFIED HY DROLOGY AND HYDRAULIC MODEL INFORMATION: ---------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.6800 *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 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 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) = 33.40 DOWNSTREAM(FEET) 29.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.093 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.556 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.82 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/BR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 1.59 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) A&T-1 0.60 32 15.09 1.59 FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.09 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.556 SUBAREA LOSS RATE DATA(AMC Il): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) 1.49 EFFECTIVE AREA(ACRES) 3.52 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) 3.52 PEAK FLOW RATE(CFS) 3.08 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 3.52 TC(MIN.) 15.09 EFFECTIVE AREA(ACRES) 3.52 AREA -AVERAGED FM(INCH/HR)= 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AR -EA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) 3.08 END OF RATIONAL METHOD ANALYSIS -------------------------------------------------------------------------------------------------------------- DESCRIPTION OF STUDY: TRACT 16383 FONTANA I 1 -YEAR DEVELOPED STUDY FOR WATER QUALITY -EAST BASIN I JN 652-1942 wli wqc0l.dat I ---------------------------------------- [SAN BERNARDINO COUNTY] ----------------------------------------- I I I FILE NAME:WQC01,DAT *ENGLISH UNITS* CALCULATED BY: TIME/DATE OF STUDY: 10: 9 5/29/2006 CHECKED BY: 1.0 -YEAR STORM RATIONAL METHOD STUDY (AMC II LOSSES) PAGE NUMBER 1 OF ----------------------------- [(c) 1983-2004 ADVANCED ENGINEERING SOFTWARE] ------------------------------ I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAl SUM ITYPEITYPEIMIN.1 MIN.1 (in/hr) I(Avg)l(cfs) l(ft)lft/ftlFPS.1 AND NOTES I I II ------------- I ------- I ------ I ------ I --------------- I I II ------------- I ------- I ------ I___I ------ I --------------- I I I I I I I I 1 1 6251.00591 IINITIAL SUBAREAl I 610.001 1,81 1.81 A 14D/ACI ---- 1 15.111.2110.5910.5851 1.01 ---- I ----- I ---- I --------------- I I 610.001 1.71 3.521 A 14D/ACI ---- 1 15.111.2110.5910.5851 2.01 ---- I ----- I ---- I ADD SUBAREA I I II ------------- I ------- I ------ I --- I ----- I ---- ---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I 1 1 610.001 1 3.51 1 1 --- :--1 15.11 1 1 1 2.01 ---- I ----- I ---- ISTREAM SUMMARY I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- 1--7--1 ---- I --------------- I I EFFECTIVE AREA - 3.52 Acres TOTAL AREA = 3.52 Acres PEAK FLOW RATE = 1.99 cfs I I TIME OF CONCENTRATION (MIN.)- 15.09 MEAN VALUES: Fp 0.975 (in/hr); Ap 0.600; Fm 0.585 (in/hr)l I --------------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------------- RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis p.�epared by: DESCRIPTION OF STUDY • TRACT 16383 FONTANA • 1 -YEAR DEVELOPED STUDY FOR WATER QUALITY -EAST BASIN • JN 652-1942 wli wqc0l.dat FILE NAME: WQC01.DAT TIME/DATE OF STUDY: 10:09 05/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 1.00 too", SPECIFIED MINIMUM PTPE SIZE(INCH) 24.00 ,�Iwv SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.5300 *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 28.0 18.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< m N INITIAL SUBAREA FLOW-LENGTH(FEET) 625.00 ELEVATION DATA: UPSTREAM(FEET) = 33.40 DOWNSTREAM(FEET) 29.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.093 I YEAR RAINFALL INTENSITY(INCH/HR) = 1.213 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.82 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 1.03 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 15.09 0.98 1.03 FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.09 I YEAR RAINFALL INTENSITY(INCH/HR) = 1.213 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) 0.96 EFFECTIVE AREA(ACRES) 3.52 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) 3.52 PEAK FLOW RATE(CFS) 1.99 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 3.52 TC(MIN.) 15.09 EFFECTIVE AREA(ACRES) 3.52 AREA -AVERAGED Fm(INCH/HR)= 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap --' 0.60 PEAK FLOW RATE(CFS) 1.99 END OF RATIONAL METHOD ANALYSIS SECTION S EAST BASIN ROUTING tt( L'Un N MADOLE & ASSOCIATES, INC. Civil Engineers -Land Surveyors -Planners 760 S. Rochester Avenue Ontario. CA 91761 909-937-9151 Fax 937-9152 Rainfall Intensity Data Slope of Intensity/Duration curve Job Tract 16383 Sheet No. Calculated by: Checked by: Duration hr 1 E 2 Return Period (year) 5 10 25 100 1 0.53 1 0.68 0.88 1.03 1.23 1.53 3 0.94 1.21 1.56 1.83 2.19 2.72 6 1.37 1.75 2.25 2.63 3.14 3.9 24 2.34 3.4 4.81 5.87 7.27 9.4 slope 0.53 0.52 0.52 0.52 0.52 of Date Date Scale =values taken from Isohyetals, San Bernardino County Hydrology Manual All other values "interpolated" using logarithmic equations as follows: --> Exp( +/- Slope x Ln(T des) + Ln(ref 1) -/+ Slope x Ln(ref T)) --> 1100 - 110 / Ln(100/10) x Ln(des Period/ 10) + 110 5/29/06 nts 0 0 Set Number 1 2 3 4 5 6 Description Developed 1 -yr Developed 2 -yr Developed 5 -yr Tc 15.1 15.1 15.1 Land use desc below Acres (below) Acres (below) cres (below) Acres (below) Acres (below) R 1 - 3-4 dulac 2.2 2.2 2.2 <-- Enter Set Description Here — Enter Set Tc here Enter Covertuse in "A" and Acres In "B" thru "I'" P:\652-1942\WC)MPS\WQMPs\wqmp-u-hydro-caic-sheets\WQMP-UHInput-EastBasin.xls 5/2912006 N Project: Engineer: Notes: Tract 16383 0 Developed 5 -yr Set #3 Date: 5/29/2006 1st-24hr 652-1942 2nd-24hr 1 Design Storm yr 5 2 Catchment Lag time hrs 0.2 (TC, min) 15.1 3 Catchment Area acres 2.2 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 0.59 7 Low loss fraction, Y -bar 0.62 8 Watershed area -averaged 5 -minute point rainfall inches 0.27 0.10 Watershed area -averaged 30 -minute point rainfall inches 0.64 0.23 Watershed area -averaged 1 -hour point rainfall inches 0.88 0.32 Watershed area -averaged 3 -hour point rainfall inches 1.56 0.56 Watershed area -averaged 6 -hour point rainfall inches 2.25 0.81 Watershed area -averaged 24 -hour point rainfall inches 4.81 1.73 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.98 (Fig E-4) 30 -min 0.98 1 -hr 0.98 3 -hr 1 6 -hr 1 24 -hr 1 WOMP-UHinput-EastBasin.xls 5/29/2006 Low Loss Fraction & Maximum Loss Rate FDeveloped 5 -yr Set 9 Cover Area jW%VId Soil type Area Tract 16383 CN Ap 652-1942 Meadowwood Fm 5/29/06 Low Loss Fraction & Maximum Loss Rate FDeveloped 5 -yr Set 9 Cover Area jW%VId Soil type Area CN CN Ap % !i� S41$111 V�Ii I Fp C-6) Fm Fm.(wght) 5 4.81 -11 -111 �Y (Wgbt) (F. . P'24= 4.81 in ReturnPerio Tc= 15.1 min from Rational Method Study Lag 12.08 min Run-, IlLag 0.2 hr I Tributary area Low Loss Fraction,Y-bar = 0.77311 .24 -hr Rainfall (ot er than 100 yr) 100 9.4 5 4.81 VV[QNP-U .xls 5/29%2006 RATIONAL METHOD CALIBRATION COEFFICIENT = 1.00 TOTAL CATCHMENT AREA(ACRES) = 2.20 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.590 LOW LOSS FRACTION = 0.620 TIME OF CONCENTRATION(MIN.) = 15. 10 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 5 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.27 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.64 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.88 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.56 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.25 24-HOUR POINT RAINFALL VALUE(INCHES) = 4.81 TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.36 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 0.52 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) oph" 0.14 0.0006 0.09 Q %owl 0.40 0.0025 0.09 Q 0.65 0.0044 0.09 Q 0.90 0.0063 0.09 Q 1.15 0.0083 0.09 Q 1.40 0.0103 0.09 Q 1.65 0.0122 0.10 Q 1.91 0.0142 0.10 Q 2.16 0.0163 0.10 Q 2.41 0.0183 0.10 Q 2.66 0.0203 0.10 Q 2.91 0.0224 0.10 Q 3.16 0.0245 0.10 Q 3.42 0.0266 0.10 Q 3.67 0.0287 0.10 Q 3.92 0.0309 0.10 Q 4.17 0.0330 0.10 Q 4.42 0.0352 0.11 Q 4.67 0.0374 0.11 Q 4.93 0.0396 0.11 Q 5.18 0.0419 0.11 Q 5.43 0.0442 0.11 Q 5.68 0.0465 0.11 Q 5.93 0.0488 0.11 Q 6.18 0.0511 0.11 Q 6.44 0.0535 0.11 Q 6.69 0.0559 0.12 Q 6.94 0.0583 0.12 Q 7.19 0.0608 0.12 Q AO"%, 7.44 0.0633 0.12 Q 7.69 0.0658 0.12 Q 7.95 0.0684 0.12 Q 8.20 0.0710 0.13 Q 8.45 0.0736 0.13 Q 8.70 0.0762 0.13 Q 8.95 0.0790 0.13 Q 9.20 0.0817 0.13 Q 9.46 0.0845 0.14 Q 9.71 0.0874 0.14 Q 9.96 0.0902 0.14 Q 10.21 0.0932 0.14 Q 10.46 0.0962 0.15 Q 10.71 0.0993 0.15 Q 10.97 0.1024 0.15 Q 11.22 0.1056 0.16 Q 11.47 0.1089 0.16 Q 11.72 0.1122 0.16 Q 11.97 0.1157 0.17 Q 12.23 0.1191 0.17 Q 12.48 0.1226 0.17 Q 12.73 0.1263 0.18 Q 12.98 0.1300 0.18 Q 13.23 0.1339 0.19 Q 13.48 0.1379 0.20 Q 13.73 0.1422 0.21 Q 13.99 0.1466 0.22 Q 14.24 0.1513 0.23 Q 14.49 0.1562 0.24 Q 14.74 0.1614 0.27 Q 14.99 0.1671 0.28 Q 15.24 0.1735 0.33 Q 15.50 0.1807 0.36 Q 15.75 0.1890 0.44 Q 16.00 0.1998 0.61 16.25 0.2344 2.72 16.50 0.2665 0.36 Q 16.75 0.2734 0.30 Q 17.01 0.2792 0.25 Q 17.26 0.2842 0.22 Q 17.51 0.2886 0.20 Q 17.76 0.2927 0.19 Q 18.01 0.2964 0.17 Q 18.27 0.3000 0.17 Q 18.52 0.3034 0.16 Q 18.77 0.3067 0.15 Q 19.02 0.3099 0.15 Q 19.27 0.3129 0.14 Q 19.52 0.3158 0.14 Q 19.77 0.3186 0.13 Q 20.03 0.3213 0.13 Q 20.28 0.3239 0.12 Q 20.53 0.3265 0.12 Q 20.78 0.3289 0.12 Q 21.03 0.3314 0.12 Q 21.28 0.3337 0.11 Q AWN%, 21.54 0.3361 0.11 Q 21.79 0.3383 0.11 Q 22.04 0.3406 0.11 Q 22. 2 9 0.34217 0.10 Q 22.54 0.3449 0.10 Q 22.80 0.3470 0.10 Q 23.05 0.3491 0.10 Q 23.30 0.3511 0.10 Q 23.55 0.3531 0.10 Q 23.80 0.3551 0.09 Q 24.05 0.3570 0.09 Q 24.30 0.3580 0.00 Q r -_-,m Im FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 15.100 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW v -effective depth I (and volume) I I I I detention V ............. basin outflow ------------- I I storage basin outlet V---- - ----- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 7 *BASrN-DEPTH STORAGE OUTFLOW **BASrN-DEPTH STORAGE OUTFLOW (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) 0.000 0.000 0.000** 0.500 0.010 0.900* 1.000 0.020 1.800** 1.500 0.040 2.400* 2.000 0.060 2.900** 3.000 0.100 3.600* 3.800 0.160 14.300** BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH (S-O*DT/2) f S+O*DT/2) NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 0.50 0.00064 0.01936 3 1.00 0.00128 0.03872 4 1.50 0.01504 0.06496 5 2.00 0.02984 0.09016 6 3.00 0.06256 0.13744 7 3.80 0.01129 0.30871 WHERE S=STORAGE(AF);O--OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(F-F) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.145 0.000 0.09 0.05 0.04 0.001 0.397 0.000 0.09 0.05 0.09 0.001 0.648 0.000 0.09 0.05 0.09 0.001 0.900 0.000 0.09 0.05 0.09 0.001 1.152 0.000 0.09 0.05 0.09 0.001 1.403 0.000 0.09 0.05 0.09 0.001 1.655 0.000 0.10 0.05 0.10 0.001 1.907 0.000 0.10 0.05 0.10 0.001 2.158 0.000 0.10 0.05 0.10 0.001 2.410 0.000 0.10 0.05 0.10 0.001 2.662 0.000 0.10 0.06 0.10 0.001 2.913 0.000 0.10 0.06 0.10 0.001 3.165 0.000 0.10 0.06 0.10 0.001 3.417 0.000 0.10 0.06 0.10 0.001 3.668 0.000 0.10 0.06 0.10 0.001 3.920 0.000 0.1 0 0.06 0.10 0.001 4.172 0.000 0.10 0.06 0.10 0.001 4.41-3 0.000 0.11 0.06 0.10 0.001 4.675 0.000 0.11 0.06 0.11 0.001 4.927 0.000 0.11 0.06 0.11 0.001 5.178 0.000 0.11 0.06 0.11 0.001 5.430 0.000 0.11 0.06 0.11 0.001 5.682 0.000 0.11 0.06 0.11 0.001 5.933 0.000 0.11 0.06 0.11 0.001 6.185 0.000 0.11 0.06 0.11 0.001 6.437 0.000 0.11 0.06 0.11 0.001 6.688 0.000 0.12 0.06 0.12 0.001 6.940 0.000 0.12 0.07 0.12 0.001 7.192 0.000 0.12 0.07 0.12 0.001 7.443 0.000 0.12 0.07 0.12 0.001 7.695 0.000 0.12 0.07 0.12 0.001 7.947 0.000 0.12 0.07 0.12 0.001 8.198 0.000 0.13 0.07 0.12 0.001 8.450 0.000 0.13 0.07 0.13 0.001 8.702 0.000 0.13 0.07 0.13 0.001 8.953 0.000 0.13 0.07 0.13 0.001 9.205 0.000 0.13 0.07 0.13 0.001 9.457 0.000 0.14 0.08 0.13 0.002 9.708 0.000 0.14 0.08 0.14 0.002 9.960 0.000 0.14 0.08 0.14 0.002 10.212 0.000 0.14 0.08 0.14 0.002 10.463 0.000 0.15 0.08 0.14 0.002 10.715 0.000 0.15 0.08 0.15 0.002 10.967 0.000 0.15 0.08 0.15 0.002 11.218 0.000 0.16 0.09 0.15 0.002 11.470 0.000 0.16 0.09 0.16 0.002 11.722 0.000 0.16 0.09 0.16 0.002 11.973 0.000 0.17 0.09 0.17 0.002 12.225 0.000 0.17 0.09 0.17 0.002 12.477 0.000 0.17 0.09 0.17 0.002 12.728 0.000 0.18 0.10 0.17 0.002 12.980 0.000 0.18 0.10 0.18 0.002 13.232 0.000 0.19 0.11 0.19 0.002 13.483 0.000 0.20 0.11 0.19 0.002 13.735 0.000 0.21 0.12 0.20 0.002 13.987 0.000 0,22 0.12 0.21 0.002 14.238 0.000 0.23 0.13 0. 22 0.003 14.490 0.000 0.24 0.13 0.24 0.003 14.742 0.000 0.27 0.15 0.25 0.003 14.993 0.000 0.28 0.16 0.27 0.003 15.245 0.000 0.33 0.18 0.30 0.004 15.497 0.000 0.36 0.20 0.34 0.004 15.748 0.000 0.44 0.24 0.40 0.005 16.000 0.000 0.61 0.33 0.52 0.007 16.252 0.000 2.72 1.35 1.41 0.034 16.503 0.000 0.36 0.48 1.54 0.010 16.755 0.000 0.30 0.18 0.59 0.004 17.007 0.000 0.25 0.14 0.29 0.003 17.258 0.000 0.22 0.13 0.24 0.003 17.510 0.000 0.20 0.11 0.21 0.002 17.762 0.000 0.19 0.10 0.20 0.002 18.013 0.000 0.17 0.10 0.18 0.002 18.265 0.000 0.17 0.09 0.17 0.002 18.517 0.000 0.16 0.09 0.17 0.002 18.768 0.000 0.15 0.09 0.16 0.002 19.020 0.000 0.15 0.08 0.15 0.002 19.272 0.000 0.14 0.08 0.14 0.002 19.523 0.000 0.14 0.08 0.14 0.002 19.775 0.000 0.13 0.07 0.13 0.001 20.027 0.000 0.13 0.07 0.13 0.001 20.278 0.000 0.12 0.07 0.13 0.001 20.530 0.000 0.12 0.07 0.12 6.001 20.782 0.000 0.12 0.07 0.12 0.001 21.033 0.000 0.12 0.06 0.12 0.001 21.285 0.000 0.11 0.06 0.11 0.001 21.537 0.000 0.11 0.06 0.11 0.001 21.788 0.000 0.11 0.06 0.11 0.001 22.040 0.000 0.11 0.06 0.11 0.001 22.292 0.000 0.10 0.06 0.11 0.001 22.543 0.000 0.10 0.06 0.10 0.001 22.795 0.000 0.10 0.06 0.10 0.001 23.047 0.000 0.10 0.05 0.10 0.001 23.298 0.000 0.10 0.05 0.10 0.001 23.550 0.000 0.10 0.05 0.10 0.001 23.802 0.000 0.09 0.05 0.09 0.001 24.053 0.000 0.09 0.05 0.09 0.001 24.305 0.000 0.00 0.00 0.05 0.000 A N Project: Engineer: Notes: Tract 16383 11 Developed 2 -yr Set #2 Date: 5/29/2006 1st-24hr 652-1942 2nd-24hr 1 Design Storm yr 2 2 Catchment Lag time hrs 0.2 (TC, min) 15.1 3 Catchment Area acres 2.2 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 0.59 7 Low loss fraction, Y -bar 0.62 8 Watershed area -averaged 5 -minute point rainfall inches 0.21 0.08 Watershed area -averaged 30 -minute point rainfall inches 0.49 0.18 Watershed area -averaged I -hour point rainfall inches 0.68 0.24 Watershed area -averaged 3 -hour point rainfall inches 1.21 0.44 Watershed area -averaged 6 -hour point rainfall inches 1.75 0.63 Watershed area -averaged 24 -hour point rainfall inches 3.40 1.22 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.98 (Fig E-4) 30 -min 0.98 1 -hr 0.98 3 -hr 1 6 -hr 1 24 -hr 1 WQMP-UHinput-EastBasin.xls 5/29/2006 Tract 16383 Mmodowwood Low Loss Fraction & Maximum Loss Rate rDeveloped 2 -yr Set # 72 652-1942 5129/06 Cover ftWWO, Soil type Area CN -11 CN -111 Ap 100 Fp(F.C-6) Fm,, Fm.(wqht) OIT MWM.. 1 )," . 98, I _ 0.40 ,..0,2,, 0.04_ :0.93 .0.37,'� Return Period AMC Type or 111) Tn= 15.1 min from Rational Method Study Tributary area VVOMP-UHinput GootBanin.xJm Low Loss Fraction,Y-bar = 0.6221' 24 -hr Rainfall (ot er than 100 yr) 100 9.4 5/2S/2006 m RATIONAL METHOD CALIBRATION COEFFICIENT = 1.00 TOTAL CATCHMENT AREA(ACRES) = 2.20 SOIL -LOSS RATE, Fm,(rNCFI/HR) = 0.590 LOW LOSS FRACTION = 0.620 TIME OF CONCENTRATION(MIN.) = 15. 10 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 - 5-MrNUTE POINT RArNFALL VALUE(rNCHES) = 0.21 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.49 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.68 3 -HOUR POINT RArNFALL VALUE(INCHES) = 1.21 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.75 24-HOUR POINT RArNFALL VALUE(rNCHES) = 3.40 TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) 0.25 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) 0.37 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) 0.14 0.0003 0.06 Q 0.40 0.0015 0.06 Q 0.65 0.0027 0.06 Q 0.90 0.0039 0.06 Q 1.15 0.0051 0.06 Q 1.40 0.0064 0.06 Q 1.65 0.0076 0.06 Q 1.91 0.0088 0.06 Q 2.16 0.0101 0.06 Q 2.41 0.0114 0.06 Q 2.66 0.0126 0.06 Q 2.91 0.0139 0.06 Q 3.16 0.0152 0.06 Q 3.42 0.0166 0.06 Q 3.67 0.0179 0.06 Q 3.92 0.0192 0.06 Q 4.17 0.0206 0.07 Q 4.42 0.0220 0.07 Q 4.67 0.0234 0.07 Q 4.93 0.0248 0.07 Q 5.18 0.026� 0.07 Q 5.43 0.0276 0.07 Q 5.68 0.0291 0.07 Q 5.93 0.0306 0.07 Q 6.18 0.0321 0.07 Q 6.44 0.0336 0.07 Q 6.69 0.0351 0.07 Q 6.94 0.0367 0.08 Q 7.19 0.0383 0.08 Q 7.44 0.0399 0.08 Q 7.69 0.0415 0.08 Q 7.95 0.0431 0.08 Q 8.20 0.0448 0.08 Q 8.45 0.0465 0.08 Q 8.70 0.0483 0.08 Q 8.95 0.0500 0.09 Q 9.20 0.0518 0.09 Q 9.46 0.0537 0.09 Q 9.71 0.0555 0.09 Q 9.96 0.0574 0.09 Q 10.21 0.0594 0.09 Q 10.46 0.0614 0.10 Q 10.71 0.0634 0.10 Q 10.97 0.0655 0.10 Q 11.2-2 0.0676 0.10 Q 11.47 0.0698 0.11 Q 11.72 0.0721 0.11 Q 11.97 0.0744 0.11 Q 12.23 0.0769 0.13 Q 12.48 0.0796 0.13 Q 12.73 0.0825 0.14 Q 12.98 0.0854 0.14 Q 13.23 0.0884 0.15 Q 13.48 0.0916 0.15 Q 13.73 0.0949 0.16 Q .13.99 14.24 0.0984 0.1020 0.17 Q 0.18 Q 14.49 0.1058 0.19 Q 14.74 0.1100 0.21 Q 14.99 0.1144 0.22 Q 15.24 0.1194 0.26 Q 15.50 0.1250 0.28 Q 15.75 0.1315 0.34 Q 16.00 0.1398 0.46 Q 16.25 0.1633 1.80 . 16.50 0.1850 0.29 Q 16.75 0.1904 0.24 Q 17.01 0.1949 0.20 Q 17.26 0.1988 0.18 Q 17.51 0.2023 0.16 Q 17.76 0.2054 0.15 Q 18.01 0.2084 0.14 Q 18.27 0.2110 0.12 Q 18.52 0.2133 0.11 Q 18.77 0.2155 0.10 Q 19.02 0.2176 0.10 Q 19.27 0.2196 0.09 Q 19.52 0.2215 0.09 Q 19.77 0.2233 0.09 Q 20.03 0.2251 0.08 Q 20.28 0.2268 0.08 Q 20.53 0.2285 0.08 Q 20.78 0.2301 0.08 Q 21.03 0.2316 0.07 Q 21.28 0.2331 0.07 Q 21.54 0.2346 0.07 Q 21.79 0.2361 0.07 Q 21.04 0.2375 0.07 Q 22.29 0.2388 0.07 Q 22.54 0.2402 0.06 Q 22,80 0.2415 0.06 Q 23.05 0.2428 0.06 Q 23.30 0.2441 0.06 Q 23.55 0.2453 0.06 Q 23.80 0.2465 0.06 Q 24.05 0.2477 0.06 Q 24.30 0.2483 0.00 Q M 14 FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 15.100 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW v —effective depth ----------- I (and volume) I I I I detention I V ............. basin 1<-->l outflow ----------- I I \ I I storage I basin outlet V---------- OUTFLOW DEPTH-VS.-STOR.AGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 7 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) 0.000 0.000 0.000** 0.500 0.010 0.900* 1.000 0.020 1.800** 1.500 0.040 2.400* 2.000 0.060 2.900** 3.000 0.100 3.600* 3.800 0.160 14.300** BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH JS-O*DT/2) {S+O*DT/2) NUMBER (FEED (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 0.50 0.00064 0.01936 3 1.00 0.00128 0.03872 4 1.50 0.01504 0.06496 5 2.00 0.02984 0.09016. 6 3.00 0.06256 0.13744 7 3.80 0.01129 0.30871 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) %owl --------------------------- - -------- - -------------------------- - --------- 0.145 0.000 0.06 0.03 0.03 0.001 0.397 0.000 0.06 0.03 0.06 0.001 0.648 0.000 0.06 0.03 0.06 0.001 0.900 0.000 0.06 0.03 0.06 0.001 1.152 0.000 0.06 0.03 0.06 0.001 1.403 0.000 0.06 0.03 0.06 0.001 1.655 0.000 0.06 0.03 0.06 0.001 1.907 0.000 0.06 0.03 0.06 0.001 2.158 0.000 0.06 0.03 0.06 0.001 2.410 0.000 0.06 0.03 0.06 0.001 2.662 0.000 0.06 0.03 0.06 0.001 2.913 0.000 0.06 0.03 0.06 0.001 3.165 0.000 0.06 0.04 0.06 0.001 3.417 0.000 0.06 0.04 0.06 0.001 3.668 0.000 0.06 0.04 0.06 0.001 3.920 0.000 0.06 0.04 0.06 0.001 4.172 0.000 0.07 0.04 0.07 0.001 4.423 0.000 0.07 0.04 0.07 0.001 4.675 0.000 0.07 0.04 0.07 0.001 4.927 0.000 0.07 0.04 0.07 0.001 5.178 0.000 0.07 0.04 0.07 0.001 5.430 0.000 0.07 0.04 0.07 0.001 5.682 0.000 0.07 0.04 0.07 0.001 5.933 0.000 0.07 0.04 0.07 0.001 6,181 0,000 0*07 0,04 0,07 0*001 6.437 0.000 0.07 0.04 0.07 0.001 6.688 0.000 0.07 0.04 0.07 0.001 6.940 0.000 0.08 0.04 0.07 0.001 7.192 0.000 0.08 0.04 0.08 0.001 7.443 0.000 0.08 0.04 0.08 0.001 7.695 0.000 0.08 0.04 0.08 0.001 7.947 0.000 0.08 0.04 0.08 0.001 8.198 0.000 0.08 0.05 0.08 0.001 8.450 0.000 0.08 0.05 0.08 0.001 8.702 0.000 0.08 0.05 0.08 0.001 8.953 0.000 0.09 0.05 0.08 0.001 9.205 0.000 0.09 0.05 0.09 0.001 9.457 0.000 0.09 0.05 0.09 0.001 9.708 0.000 0.09 0.05 0.09 0.001 9.960 0.000 0.09 0.05 0.09 0.001 10.212 0.000 0.09 0.05 0.09 0.001 10.463 0.000 0.10 0.05 0.10 0.001 10.715 0.000 0.10 0.06 0.10 0.001 10.967 0.000 0.10 0.06 0.10 0.001 11.218 0.000 0.10 0.06 0.10 0.001 11.470 0.000 0.11 0.06 0.11 0.001 11.722 0.000 0.11 0.06 0.11 0.001 11.973 0.000 0.11 0.06 0.11 0.001 12.225 0.000 0.13 0.07 0.12 0.001 12.477 0.000 0.13 0.07 0.13 0.001 12.728 0.000 0.14 OA 0.14 0.002 12.980 0.000 0.14 0.08 0.14 0.002 13.232 0.000 0.15 0.08 0.15 0.002 13.483 0.000 0.15 0.09 0.15 0.002 13.735 0.000 0.16 0.09 0.16 0.002 13.987 0.000 0.17 0.09 0.17 0.002 14.238 0.000 0.18 0.10 0.17 0.002 14.490 0.000 0.19 0.10 0.18 0.002 14.742 0.000 0.21 0.12 0.20 0.002 14.993 0.000 0.22 0.12 0.21 0.002 15.245 0.000 0.26 0.14 0.24 0.003 15.497 0.000 0.28 0.16 0.27 0.003 15.748 0.000 0.34 0.19 0.31 0.004 16.000 0.000 0.46 0.25 0.40 0.005 16.252 6.000 1.80 0.97 1.10 0.019 16.503 0.000 0.29 0.19 1.05 0.004 16.755 0.000 0.24 0.13 0.29 0.003 17.007 0.000 0.20 0.11 0.22 0.002 17.258 0.000 0.18 0.10 0.19 0.002 17.510 0.000 0.16 0.09 0.17 0.002 17.762 0.000 0.15 0.08 0.15 0.002 18,013 0.000 0.14 0.08 0.14 0,002 18.265 0.000 0.12 0.06 0.13 0.001 18.517 0.000 0.11 0.06 0.11 0.001 18.768 0.000 0.10 0.06 0.11 0.001 19.020 0.000 0.10 0.05 0.10 0.001 19.272 0.000 0.09 0.05 0.10 0.001 19.523 0.000 0.09 0.05 0.09 0.001 19.775 0.000 0.09 0.05 0.09 0.001 20.027 0.000 0.08 0.05 0.09 0.001 20,278 0,000 0,08 0*04 0,08 0,001 20.530 0.000 0.08 0.04 0.08 0.001 20.782 0.000 0.08 0.04 0.08 0.001 21.033 0.000 0.07 0.04 0.07 0.001 21.285 0.000 0.07 0.04 0.07 0.001 21.537 0.000 0.07 0.04 0.07 0.001 21.788 0.000 0.07 0.04 0.07 0.001 22.040 0.000 0.07 0.04 0.07 0.001 22.292 0.000 0.07 0.04 0.07 0.001 22.543 0.000 0.06 0.04 0.06 0.001 22.795 0.000 0.06 0.03 0.06 0.001 23.047 0.000 0.06 0.03 0.06 0.001 23.298 0.000 0.06 0.03 0.06 0.001 23.550 0.000 0.06 0.03 0.06 0.001 23.802 0.000 0.06 0.03 0.06 0.001 24.053 0.000 0.06 0.03 0.06 0.001 24.305 0.000 0.00 0.00 0.03 0.000 r___N Lq__F.� M N Project: Engineer: Notes: Tract 16383 a Developed 1 -yr Set #1 Date: . 5/29/2006 1 st-24hr 652-1942 2nd-24hr 1 Design Storm yr 1 2 Catchment Lag time hrs 0.2 (TC, min) 15.1 3 Catchment Area acres 2.2 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 0.59 7 Low loss fraction, Y -bar 0.59 8 Watershed area -averaged 5 -minute point rainfall inches 0.16 0.06 Watershed area -averaged 30 -minute point rainfall inches 0.38 0.14 Watershed area -averaged 1 -hour point rainfall inches 0.53 0.19 Watershed area -averaged 3 -hour point rainfall inches 0.95 0.34 Watershed area -averaged 6 -hour point rainfall inches 1.37 0.49 Watershed area -averaged 24 -hour point rainfall inches 2.34 0.84 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.98 (Fig E-4) 30 -min 0.98 1 -hr 0.98 3 -hr 1 6 -hr 1 24 -hr 1 WQMP-UHinput-EastBasin.xls 5/29/2006 Tract 16383 Meadowwood Low Loss Fraction & Maximum Loss Rate Developed 11 -yr Set # 852'1A42 5/29/06 Cover Area xalyoa Soil type Area CN -11 CN -111 % 100 9.4 1 2.34 Wiv "JT AUt OT 74 j Return Period AMC Type (1,11 or 111) To= 15.1 min from Rational Method Study Tributary area Low Loss Fraction,Y-bar = 0.5921 24 -hr Rainfall (ot er than 100 yr) 100 9.4 1 2.34 VVQK8P-U .xlo 5/29000 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.98 TOTAL CATCHMENT AREA(ACRES) = 2.20 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.590 LOW LOSS FRACTION = 0.590 TIME OF CONCENTRATION(MIN.) = 15. 10 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = I 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0. 16 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.38 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.53 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.37 24-HOUR POINT RAINFALL VALUE(INCHES) = 2.34 TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0. 17 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 0.26 TIME VOLUME Q 0. 2-5 5.0 7.5 10.0 (HOURS) (AF) (CFS) owk, 0.14 0.0002 0.03 Q 0.40 0.0009 0.03 Q 0.65 0.0016 0.03 Q 0.90 0.0023 0.03 Q 1.15 0.0030 0.03 Q 1.40 0.0037 0.03 Q 1.65 0.0045 0.04 Q 1.91 0.0052 0.04 Q 2.16 0.0060 0.04 Q 2.41 0.0067 0.04 Q 2.66 0.0075 0.04 Q 2.91 0.0082 0.04 Q 3.16 0.0090 0.04 Q 3.42 0.0098 0.04 Q 3.67 0.0106 0.04 Q 3.92 0.0114 0.04 Q 4.17 0.0122 0.04 Q 4.42 0.0131 0.04 Q 4.67 0.0139 0.04 Q 4.93 0.0148 0.04 Q 5.18 0.0156 0.04 Q 5.43 0.0165 0.04 Q 5.68 0.0174 0.04 Q 5.93 0.0183 0.04 Q 6.18 0.0192 0.04 Q 6.44 0.0201 0.04 Q 6.69 0.0211 0.05 Q 6.94 0.0220 0.05 Q 7.19 0.0230 0.05 Q 7.44 0.0240 0.05 Q 7.69 0.0250 0.05 Q 7.95 0.0260 0.05 Q 8.20 0.0271 0.05 Q 8.45 0.0282 0.05 Q 8.70 0.0293 0.05 Q 8.95 0.0304 0.05 Q 9.20 0.0315 0.06 Q 9.46 0.0327 0.06 Q 9.71 0.0339 0.06 Q 9.96 0.0351 0.06 Q 10.21 0.0363 0.06 Q 10.46 0.0376 0.06 Q 10.71 0.0389 0.06 Q 10.97 0.0403 0.07 Q 11.22 0.0417 0.07 Q 11.47 0.0431 0.07 Q 11.72 0.0446 0.07 Q 11.97 0.0461 0.07 Q 12.23 0.0480 0.10 Q 12.48 0.0502 0.11 Q 12.73 0.0525 0.11 Q 12.98 0.0549 0.12 Q 13.2 3 0.0574 0.12 Q 13.48 0.0600 0.13 Q 13.73 0.0627 0.13 Q 13.99 0.0656 0.14 Q 14.24 14.49 0.0686 0.0718 0.15 Q 0.16 Q 14.74 0.0753 0.17 Q 14.99 0.0790 0.18 Q 15.24 0.0832 0.21 Q 15.50 0.0878 0.24 Q 15.75 0.0933 0.29 Q 16.00 0.1002 0.38 Q 16.25 0.1153 1.07 Q 16.50 0.1289 0.24 Q 16.75 0.1334 0.20 Q 17.01 0.1372 0.17 Q 17.26 0.1404 0.14 Q 17.51 0.1433 0.13 Q 17.76 0.1459 0.12 Q 18.01 0.1483 0.11 Q 18.27 0.1503 0.08 Q 18.52 0.1518 0.07 Q 18.77 0.1532 0.07 Q 19.02 0.1546 0.06 Q 19.27 0.1559 0.06 Q 19.52 0.1571 0.06 Q 19.77 0.1583 0.05 Q 20.03 0.1594 0.05 Q 20.28 0.1604 0.05 Q 20.53 0.1615 0.05 Q 20.78 0.1625 0.05 Q 21.03 0.1634 0.05 Q 21.28 0.1644 0.04 Q 21.54 0.1653 0.04 Q 21.79 0.1661 0.04 Q 22.04 0.1670 0.04 Q 22.29 0.1678 0.04 Q 22.54 0.1686 0.04 Q 22.80 0.1694 0.04 Q 23.05 0.1702 0.04 Q 23.30 0.1709 0.04 Q 23.55 0.1717 0.04 Q 23.80 0.1724 0.03 Q 24.05 0.1731 0.03 Q 24.30 -0.1735 0.00 Q FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 15.100 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I V effective depth ------------ (and volume) detention V ............. basin 1<-->l outflow ------------- I I storage basin outlet V----------- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 7 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) 0.000 0.000 0.000** 0.500 0.010 0.900* 1.000 0.020 1.800** 1.500 0.040 2.400* 2.000 0.060 2.900** 3.000 0.100 3.600* 3.800 0.160 14.300** BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH IS-O*DT/2) {S+O*DT/2) NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 0.50 0.00064 0.01936 3 1.00 0.00128 0.03872 4 1.50 0.01504 0.06496 5 2.00 0.02984 0.09016 6 3.00 0.06256 0.13744 7 3.80 0.01129 0.30871 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT rNTERVAL(MIN.) DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT 1-fYDROGRAPH UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE Jowl', (HRS) ------------------------------------------------------------------------- FILLED(AF-) (CFS) DEPTH(FT) (CFS) VOLUME(AF) - - 0.145 0.000 0.03 0.02 0.02 0.000 0.397 0.000 0.03 0.02 0.03 0.000 0.648 0.000 0.03 0.02 0.03 0.000 0.900 0.000 0.03 0.02 0.03 0.000 1.152 0.000 0.03 0.02 0.03 0.000 1.403 0.000 0.03 0.02 0.03 0.000 1.655 0.000 0.04 0.02 0.04 0.000 1.907 0.000 0.04 0.02 0.04 0.000 2.158 0.000 0.04 0.02 0.04 0.000 2.410 0.000 0.04 0.02 0.04 0.000 2.662 0.000 0.04 0.02 0.04 0.000 2.913 0.000 0.04 0.02 0.04 0.000 3.165 0.000 0.04 0.02 0.04 0.000 3.417 0.000 0.04 0.02 0.04 0.000 3.668 0.000 0.04 0.02 0.04 0.000 3.920 0.000 0.04 0.02 0.04 0.000 4.172 0.000 0.04 0.02 0.04 0.000 4.423 0.000 0.04 0.02 0.04 0.000 4.675 0.000 0.04 0.02 0.04 0.000 4.927 0.000 0.04 0.02 0.04 0.000 5.178 0.000 0.04 0.02 0.04 0.000 5.430 0.000 0.04 0.02 0.04 0.000 5.682 0.000 0.04 0.02 0.04 0.000 5.933 0.000 0.04 0.02 0.04 0.000 6.185 0.000 0.04 0.02 0.04 0.000 6.437 0.000 0.04 0.02 0.04 0.000 6.688 0.000 0.05 0.03 0.05 0.001 6.940 0.000 0.05 0.03 0.05 0.001 7.192 0.000 0.05 0.03 0.05 0.001 7.443 0.000 0.05 0.03 0.05 0.001 7.695 0.000 0.05 0.03 0.05 0.001 7.947 0.000 0.05 0.03 0.05 0.001 8.198 0.000 0.05 0.03 0.05 0.001 8.450 0.000 0.05 0.03 0.05 0.001 8.702 0.000 0.05 0.03 0.05 0.001 8.953 0.000 0.05 0.03 0.05 0.001 9.205 0.000 0.06 0.03 0.05 0.001 9.457 0.000 0.06 0.03 0.06 0.001 9.708 0.000 0.06 0.03 0.06 0.001 9.960 0.000 0.06 0.03 0.06 0.001 10.212 0.000 0.06 0.03 0.06 0.001 10.463 0.000 0.06 0.03 0.06 0.001 10.715 0.000 0.06 0.04 0.06 0.001 10.967 0.000 0.07 0.04 0.07 0.001 11.218 0.000 0.07 0.04 0.07 0.001 11.470 0.000 0.07 0.04 0.07 0.001 11.722 0.000 0.07 0.04 0.07 0.001 11.973 0.000 0.07 0.04 0.07 0.001 12.225 0.000 0.10 0.06 0.09 0.001 12.477 0.000 0.11 0.06 0.11 0.001 12.728 0.000 0.11 0.06 0.11 0.001 12.980 0.000 0.12 0.07 0.12 0.001 13.23" 0.000 0.12 0.07 0.12 0,001 13.483 0.000 0.13 0.07 0.12 0.001 m 13.735 0.000 0.13 0.07 0.13 0.001 13.987 0.000 0.14 0.08 0.14 0.002 14.238 0.000 0.15 0.08 0.15 0.002 14.490 0.000 0.16 0.09 0.15 0.002 14.742 0.000 0.17 0.10 0.17 0.002 14.993 0.000 0.18 0.10 0.18 0.002 15.245 0.000 0.21 0.12 0.20 0.002 15.497 0.000 0.24 0.13 0.22 0.003 15.748 0.000 0.29 0.16 0.26 0.003 16.000 0.000 0.38 0.21 0.33 0.004 16.252 0.000 1.07 0.58 0.71 0.012 16.503 0.000 0.24 0.15 0.66 0.003 16.755 0.000 0.20 0.11 0.23 0.002 17.007 0.000 0.17 0.09 0.18 0.002 17.258 0.000 0.14 0.08 0.16 0.002 17.510 0.000 0.13 0.07 0.14 0.001 17.762 0.000 0.12 0.07 0.13 0.001 18.013 0.000 0.11 0.06 0.12 0.001 18.265 0.000 0.08 0.04 0.10 0.001 18.517 0.000 0.07 0.04 0.07 0.001 18.768 0.000 0.07 0.04 0.07 0.001 19.020 0.000 0.06 0.04 0.07 0.001 19.272 0.000 0.06 0.03 0.06 0.001 19.523 0.000 0.06 0.03 0.06 0.001 19.775 0.000 0.05 0.03 0.06 0.001 20.027 0.000 0.05 0.03 0.05 0.001 20.278 0.000 0.05 0.03 0.05 0.001 20.530 0.000 0.05 0.03 0.05 0.001 20.782 0.000 0.05 0.03 0.05 0.001 21.033 0.000 0.05 0.03 0.05 0.001 21.285 0.000 0.04 0.02 0.04 0.000 21.537 0.000 0.04 0.02 0.04 0.000 21.788 0.000 0.04 0.02 0.04 0.000 22.040 0.000 0.04 0.02 0.04 0.000 22.292 0.000 0.04 0.02 0.04 0.000 22.543 0.000 0.04 0.02 0.04 0.000 22.795 0.000 0.04 0.02 0.04 0.000 23.047 0.000 0.04 0.02 0.04 0.000 23.298 0.000 0.04 0.02 0.04 0.000 23.550 0.000 0.04 0.02 0.04 0.000 23.802 0.000 0.03 0.02 0.03 0.000 24.053 0.000 0.03 0.02 0.03 0.000 24.305 0.000 0.00 0.00 0.02 0.000 r3 C-7 A s FA v k 5 %.-,% '5- C)r K- Ary �o li, 5�1 �j , SECTION R REFERENCES & MAPS RNA GPOUp M Gr-o'rECIINICAL ]N\'E.STIGA,rjON FOR TENTATIVE TRAcr No 16383 7027 OLLANDER. AVE FONTANA, CA for KB Home Greater Los Angeles, Inc. C) 801 Corporate Center Dr SUIte 201 Pomona, CA 91768 April 7, 2005 05-052-01 m RMA GFOUP GEOTECHNICAL CONSULTANTS 10851 EDISON CT., RANCI 10 CTICAIVIONGA, CA 91730: 909-989-1751 : FAX 909-939-1287 April 7.2005 KB Home Greater Los Angeles, Inc. 80 1 Corporate Center Dr Suite 2-0 1 Porriona, CA 91768 Attention: Mr. Don Leake Project Manager Subject: Geotechnical Investigation Tentative Tract No 16383 7027 Oleander Ave Fontana, CA Gentlemen - In accordance with your request, a geotechnical investigation has been completed for the above- re Fe renced site. The report addresses both engineering geologic and geotechnical conditions. The results of the investigation are presented in the accompanying report, which includes a 0 C - description of' site conditions, results of our field exploration and laboi-atory testing, conclusions and recom mendat ]ons. We appreciate this opportunity to be of' continued service to You. If you have any questions regarding this report, please do not hesitate to -contact Lis at your convenieiice. Respectftilly submitted, RMA Group Is,ac Chun, P.E. Project Engineer GE No. 2649 Le, I ---' Ed L oil, P. E. President GE No. 2362 260 IWO Gary Wallace Vice President CEG No. 1255 e WORK "LLM ft M 129 CM1 -PA — Zor E� R A GFOUP M Uj Z I -- - - - - - Not to Scale RMA Job N': 05-052-01 KB Home Greater Los AnLeles Tentative Tract No 16383 Fontaiia. CA April 7. 2005 Ui Ct IC>L U — — . I i LEGEND Indicates Approximate Exploratory Trench Location T -N PLOT PLAN Figure 4 IN IF --IN Lq--Nj RMA Group Cf) —j w N V) w 0 z U It 0 D KB Florne Greater Los Angeles Tentative Tract No 16383 Fontana, CA April 7, 2005 GROUP MAJOR DIVISIONS TYPICAL NAMES SYMBOLS C GW Wall Pledged r. -I. ge—l—d CLEAN 0' Mike, — Imse. GRAVELS Ilea, ane'l C GP Peady Waded ra,af sw F -4 -Sand FPidufeS. GRAVELS 50% .1 GM Smy 9, --1,. raval-'andl-wlt snununts. GRAVELS WITH FINES COARSE EA—.-* — GC wg—I GRAINED SOILS SIN Wall 91 dtd sands, qm-lly %and,. tell, or Im.. lnon Sn .1 CLEAN -I..% —WaLARGER than lft 300 SANDS ll,ae-6-1 ad saads or ravelly sands.. 1. SP SANDS .—Seb Sm Silly Sands. ...J.sill nim SM Lfillnon.. ANDS WITH FINES SIC Clayey S..dS. —0-11.y —...S bWp.iC SIR$ and my fine Sand$. lack how ML .ky Clayey Ilne "no, ol Clayey Om ghl plasAicdy SILTS AND CLAYS Issongla ic clap of low to mednen plaslitity. C L P-11 clays. Sandy clays. SAY clays. le." It,.W — LESS � 50 FINE OL 019amic sills and .9.* Silly day. .1 Iow GRAINED pl..fidly. SOILS MH fine sarvdy wsilty sods. elastic silis shan". 700— SILTS AND CLAYS CH Inalgamic clays at ho plaslarity. gal days. organk day, .1 —d— to NO plell-ily. OH aegamme.ifts HIGHLY ORGANIC SOILS Pt P..4 and the, h" go— soils. BOUNDARY CLASSIFICATIONS Sods possessing chalallellsocs 01 hvO group$ aft designated by comtenations of group Symbols. 11NIFIFF) SOIL CLASSIFICATION S1'S1*EN,I L RMA Job NO: 05-052-01 Page A2 r:;;s Lq I RMA GFOUP Location: See Plot Plan Exploratory Trench Log Logged By:520DKR EQUiDment: Backhoe Trench No. T -I Date Excavated 3-18-05 it) CU '5 E M W 0 L) VI C CL C 0 -z— Z M M Z C_ E 0 V) U V) U 75 C rj OL E ru 0 (n Material Description I nis log contains tactual information and interpretation of the subsurface conditions between the samples. 1 lie sliatum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The lort show subsurface conditions at lhe dale and location indicated, and may not be representative of subsurface conditions at other locations and times. SM Alluvium (Oal) - Brown to dark brown silly sand with minor coarse grained sand 8.3 98.8 and gravel, fine to medium grained, slightly moist to moist, loose to slightly dense, roots to 6" SP- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — Dark yellow-brown gravelly sand with approximately 20-25% gravel and <5% 7.1 87.9 cobbles, moist, poorly sorted, massive, dense 9.0 118.7 sorted. massive, dense 5— End of Exploratory Trench at 5 feet No Groundwater Encountered Trench Backlilled with Native Soils on 3/11B/05. 10- 15 Location: See Plot Plan Exploratory Trench Log Logged By: 520DKR Equipment: Backhoe Trench No. T-2 Date Excavated: 3-18-05 CIL a) W 'a E to W -6 2 4) 15 0 :�__ V) c ci. C1 I C > .0 a) CL E 0 C) En L) 0 cl- E 0 U) Material Description . samples. This log contains factual information and interpretation of the subsurface conditions between the The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the dale and location indicated. and may not be representative of subsurface conditions at other locations and firnes. SM Alluvium (Oal) - Brown to dark brown silty sand with minor coarse grained sand and gravel. fine to medium grained, slightly moist to moist, loose to slightly dense, roots to 6" SP— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - Dark sand with approximately 20% gravel and <5% 7.1 87.9 yellow-brown gravelly cobbles, trace of (<I%) small boulders up to 18" indiameter, moist. poorly sorted. massive, dense 5— End of Exploratory Trench at 5 feet No Groundwater Encountered Trench Backlilled with Native Soils on 3/1BI05. 10- 15— RMA Job W. 05"052-01 Pnfj,p. A4 OFRMA GFOU! Location: See Plot Plan Exploratory Trench Log Logged By: 520DI<FZ Pouinment: Backhoe Trench No. T-3 Date Excavated3-18-05 C' a) EL D E co V) Q) — � C, Z; C 0 C a) 0 ck .2 U CIL Ir E Ef) U) D Y —C) C -0 CL E 0 U) Material Description I his log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the aptifoximale boundary between earth units and lite transition may be gradual. The log show subsurface conditions at the dale and location indicated. and may not be repiesentolive of subsurface conditions at other locations and times. SM Alluvium (Oal) - Brown to dark brown silty sand with minor coarse grained sand and gravel, fine to medium grained, slightly moist to moist, loose to slightly 9.4 95.1 SP _.deose — — — — — — — — — — — — — — — — — — — — — — — — — — — — — SP Dark yellow-brown gravelly sand with approximately 20% gravel and <3% cobbles, moist, poorly sorted, massive, dense 7.9 92.5 End of Exploratory Trench at 5 feet 5— No Groundwater Encountered — Trench Backfilled with Native Soils on 3/18/05. 10— 15-1 Location: See Plot Plan Exploratory Trench Log Logged By: 520DKR EauiDment: Backhoe Trench No. T-4 Date Excavated:3-18-05 CL 0) E co fu C 6 o in C Q) r -L C) I C > .2 = — E 0 L) U) L) in D L) :E C) E ;� tr) Material Description if conditions between the samples. This log contains tactual information and interpretation of the subsu ace It units and the transition The siralum indicated on this log represent [he approximate boundary between earl may be gradual. The log show subsurface conditions at the date and location indicated. and may not be representative of subsurface conditions at other locations and limes. SM Alluvium (Oal) - Dark brown silty sand, fine to coarse grained with a trace to minor gravel and trace of cobbles, slightly moist to moist, loose to slightly dense. 7.5 105.2 SP — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — Dark yellow-brown gravelly sand with approximately 25% gravel and 5% cobbles, moist, poorly sorted. massive, dense End of Exploratory Trench at 5 feet No Groundwater Encountered Trench Backfilled with Native Soils on 3/18/05. 10- 15-1 RIVIA Job N". 05-052-01 Vnn� A r, A N RMA GFOUP Location: See Plot Plan Exploratory Trench Log Logged By: 520DKR Equipment: Backhoe Trench No. T-5 Date Excavated:3-18-05 cl 4) T CL E E in 1 D 0) in i_ z;� U (D U 0 C)L 0 (1) C > .2 'j; U -@ E 0 . L) in C) D Y —0 _C m E 6 U) Material Description This log contains [actual information and interpretation of the subsurface conditions bel.een the samples. The stralum indicated on this log represent the approximate boundary between earth units and the transition may be gradipal. The IG9 show subsurface conditions at the dale and location indicated. and may not be representative of subsurface conditions at other locations and times. sm Alluvium (Oal) - Dark brown silly sand with a trace of gravel. fine to coarse 8.6 102.9 - grained, slightly moist to moist, loose to slightly dense SP/GP — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — Gray and yellow-brown gravelly sand to sandy gravel with approximately 30-35% gravel, 5-10% cobbles, moist, poorly sorted, massive, dense 8.3 104.8 moist, poorly sorted. massive, dense 5 End of Exploratory Trench at 5 feet No Groundwater Encountered Trench Backfilled with Native Soils on 3/18/05. 10- 15 Location: See Plot Plan Exploratory Trench Log Logged By: 520DKR Equipment: Backhoe Trench No. T-6 Date Excavated:3-18-05 OL CIO Z) E M m W w 15 6 o CD 0 cL I C 5 .2 — — U to CL Cr E 0 W L) V) .9-0 �C .0 Cl- E ru >' — Material Description This log contains [actual information and interpretation of the subsurface conditions belween the samples. The stralum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated. and may not be representative of subsurface conditions at other locations and limes. S M Alluvium (Oal) - Dark brown silty sand, fine to coarse grained with a trace to jrninor gravel (approximately 10%). slightly moist to moist, loose to slightly dense. SP- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - Dark yellow-brown gravelly sand with approximately 25% gravel and 5% cobbles, 8.6 126.3 moist, poorly sorted. massive, dense End of Exploratory Trench at 5 feet No Groundwater Encountered Trench Backlilled with Native Soils on 3/18/05. 10- 15 RMA Job No. 05-052-01 T)�,,,- A A SECTION R SOIL PERMEABILITY MADOLE AND ASSOCIATES, INC. 760-A S. ROCHESTER ONTARIO, CA. 91761 ft( PHONE (909) 937-9151 91 JOB SHEET NO. OF CALCULATED BY DATE. CHECKED BY DATE. SCALE 7- :C W N Groundwater and Seepage M. E. Harr Professor of Soil Mechanics School of Civil Engineering, Purdue University McGRAW-HILL BOOK COMPANY New York Son Francisco Toronto London yi Z 711 1-7. Capillarity Al . Likoligil 01v I Alysiv:11 v.111m. of ('0pilbrity Is' stilbject to COTII.rovers.-A, )f vapillarity ivildr-r�- it rompletely imenal)le Ow ,urfam-tensioll covil-f-pt I I to rational allalv�is. '11d ninivi-ed bel rw tile lc'vcl If :t tilbe fille(l %.ill, dry sand has it�, loWPY( - GROUNDWATER AND SEEPAGE ISec. 1-7 a k &.111,1111vilt ('11 16-1, 1111411wrlit's. To do tbis, we. is thni /),I'M cubil' itY L-11 or whiell iF .(Iillyn aild Hli,, lilt- 1:16011ship behv(�Clk tile lilt- pr1l)-wrlit-s . rlX*Cll I,N- IMUsk-at [9,11 nvw 'oil jl.1/ :]till tllV 011fliIII-111 h L .0sity Of X, i.sc is Ille lilt (2) !'y I:lw. NX 0— I v dll IF 1-11-oportiortal to tile �s that. till. discil, Vup :e?,&;, 4 whivil indl, Ilell dealli'lir wit'll ISVd tile 1111'(1. 1 ; Is IV of' visc I In flie. groliYidvv-It(.'l* t one fillid or wiill lVix1pel-at UIT 'Ire -hall Mori. illp -'Il,r, wbere we _P,*P.(, ill (.i\,il _el I aild Problems fillid fll)w (if n it is MOIT 1.0 Ilse wit'll k. ns ill E(l. (I .11ell exceller" of 1.- 11:1 vv I*vV11Iv(ql :11111 fivid &-termill,11 Mos 1-12. 1.15j .1 t. (IIIPlic, 1, ' ill �:t,il-lllvcllailivs Ilr(. j,,l. !it -j, . -,olav typi(t.,jl vallIPS Of ill this b(�ol, does i1ol. Ipl-war to be m-:11-1-:111ted. of it v _\-(q, it 'J': - 1-2. Table 1-2. Some Typical Values of Coefficient of Permeability* (,,(jjjCje)jj (,f pconrijbility k, c7alsec ch. -nit gnivei 1.1i .1lid greater ].0-0.01 (%go, �:jlld woarsv_) 0.01-0.005 u 0.0r-0.001 Fill(I "Mild Sill Sand 1).M12-0-0001 -v 0. 0005-0. 00001 11.010101 and .4111:111e.r ("Iny A. 1. Silin-JU-1,01111-ill. "I)ytinn-ticl, of 11talergT(Mild Wnler," p. 34, Nloseolv LlipivM-ity. ",r)8- 1-7. Capillarity Al . Likoligil 01v I Alysiv:11 v.111m. of ('0pilbrity Is' stilbject to COTII.rovers.-A, )f vapillarity ivildr-r�- it rompletely imenal)le Ow ,urfam-tensioll covil-f-pt I I to rational allalv�is. '11d ninivi-ed bel rw tile lc'vcl If :t tilbe fille(l %.ill, dry sand has it�, loWPY( - IL TABLE 3-2 Typical Values of Permeability Coefficients 7 PARTICLE SIZE RANGE ' EFFECTIVE" PE11MEA131 LITY Inches .11111imeters SIZE COEFFICIENT-4- Ft. r. Ft. iiii). Cw_ D,.,.x. Onan Mirl, "lax -1 1411:1 FOR - IL TABLE 3-2 Typical Values of Permeability Coefficients 0 Z Z 0 7 PARTICLE SIZE RANGE ' EFFECTIVE" PE11MEA131 LITY Inches .11111imeters SIZE COEFFICIENT-4- Ft. r. Ft. iiii). Cw_ D,.,.x. Onan Pniiii, "Imin D20 in. Djo film. Derrick STONE 120 36 48 - 10(j, 106 IN. - 105 11.11 I Z w One-man STONE 12 4 6 - 30 106 :1 (1 - 1(15 30 Clean, fine to --oarse GRAVEL 3 1.- 4 .4 0 10 lo log lu 10 1 D Fine, uniform GRAVEL 3. 6 8 1.5 5 1 Lis .5 10 5 ve'ry coarse, clean, uniform SAND 1.; 32 3 0.8 1'. 3 log .3 lus 1i Uniform, coarse SAND 8 64 2 0.5 0.6 0. 4 1 Us 0.4 � 105 0.4 Uniform, medl,im SAND - - 0.5 0.25 - 0.3 0.1 log 0.1 " ws 0.1 Clean, well -graded SAND & GRAVEL - - 10 0.05 - 0.1 0.01 106 0.()] � 105 11.ol Uniform. fine SAND - - 0 25 0.05 - 0.06 4000 .1(111 4o , 10-4 01 Well -graded, silty SAND & GRAVEL - - 5 0,01 - 0.02 400 40 4 x 10-4 0 Silty SAND - - 2 0.005 - 0.01 lot, 10 10-4 Uniform SILT - - 0.05 0.005 - 0.006 50 5 ().5. 1()-4 Sandy CLAY - - 1.0 0.001 - 0.002 15 0.5 0.05 10-4 Silty CLAY - - 0.05 0.001 - 0.0015 1 0.1 0.vi 10-4 CLAY (30 to 50% clay sizes) - - 0.05 0.0005 - 0.0008 0.1 0. Ll 1 0.001 10-4 Colloidal CLAY (-2# s: 50%) - - 0.01 loA - 4 0A 0.001 10-4 to-$ 0 Z Z 0 j3 1445.3 1444.9 f4*,6 1+ 4.T 1444.4 1444 MEE ------------ 14429 1443.7 ltp�, 400, 62 78 N 158 7 251 1 F 1443.�' 2r 1444.4 1445 1444. 1 x V �144J.a CE t goo 44,18 FS %,38X 144?.Z R41*7 i x NV b U7 Nv -TIMM \ I �� . M J = INITIAL 11 Q 1 0011-u INITIk 100 .5. F1.48ACI 7MLM "J.3 B -A i,%; - I I I . I . I I . I . I. . I . I . I A.A In 1 .9 � 1_ - MIZaB:r �� I A T 4" 1744C A j 17 16 1441.4 Uj 59. ji 63, 5477 Z 7440.5 4. 693-L SF isF 12 144 1440.91 X � TREE :1440.9 VE, G Md. CT 7590 SF A 10 1 78' r__ivsr4ENcE U ST 47.4 8250 SF -904 SF f 1441.7 7 1 Y(ffTS DIF�AW*Wpn 491.7 -J rO THE Aff J, s, -Ar-_ TREE WA, 1-0 .#'a r -,RUC TO - IN TREE N 14J.9.9 3a 400_ --- - ,FS 38.2 1, INV--"= ___ Q 1 MEIN ITI Z�-, r,w am v F)IF - M, r A N. EMU= 3,1 I'o - S - 4--.2, 1, INV - - W7- 2,Tws 2.9cfs A if. EMS V I. r-micr 64' 100' 436 4,5% y 4�9_# \,a. h N A 6--. T 7 ci,!. De 2-7:2D) 41 0-� - FS 34 -e 1, INV - - Q,1100 2.9cfs "7. x X 434," 14-34.5 Fo cl I x .9 8A 1 1435.4 Fo.8 1 ACI - A FO.8 I ACI It w 1431.9 141' 6 X14 33. #1 OA x xY, 1430.6 ji.60AC 14,3 4 14,31. _�4,31,7 ice 14 *4Z 6 TREE 1428. x 99 14 FS 4t� INV-, 1 Q i ob-��:;�3. If 2&5 1427.7 P27.5 x x x A -_4 a (:11-35 , L. - 1426.4 1425.6 3� J 425.9, 32) < I NV` 22. 1 a__ 1424.7 -Q1-o -.LCT-S- 1424 1426.5 x 1423.5 J4245 142&4 x -aS7;-R . 8 N 110 FS = 25.43 INV = 20.85 Q 100 =21.2cfs, uj M 1431.6 I_q-,69ACr\- so 8F &PI " 1429.7 9 tL -A A4 00=141S2.& . 74, a .30A( 11 2AOLI- x s1426- I N_V�' � o -,-g ILVr FENOt ( -i / ell ,121 01 420- ::�LJGHT M I " , z ti INV 90 r x 7423.8 EX FENCE srIn LS=365' 7- F1 7�M64 ML s-_ATvr PLO 1 240 F9 25.8 INV 21.49 LQ1100= 5 1 160 1 j -140- - [S 25 65 25.81 � INV- 21:ff- IFNI - 21.27, 100=20 Q 00 1 4.9cfs! - --o ,jTDo / p V. 100 1 FS - 50.5 INV - - ---,-220 TS 29.8 INV = - Q100= 2.9cfs 7jJ_?_ykh\(_7r Y"t"' _j LijiviJUP, 7 120/ 1IsjjW e D/w 7 FS" = -29-.81' 33.6 A VNV =&N,, - 20-�-r_ Apk Q100= 1433�7 R t i3 ;1 6 11c 5 io 1431. N 1433.9 CONC, 14326 x x x 1433.7 NO TEA 'A 1 0.6 -T ss z U T KB HOMES IS NEGO TIA TING AN A REEMEN T WA T HE OWNER OF"THIS'PARCEL TO GRA A SWALE 1437.7 '__T4 "IJ TO DRAIN STORM WATER ONTO CYPRESS AVENUE. 71142,9]5 1430.61 --143P 1430.6 14211.7 x ow" > 142-9.7�, 510 S/ X14303. .-40AC- )/w 3.9 qoNC FS 29.5 Nv ) - I INV 25.4 �M (A�el �YA 142&4- 52 fin KI .3 -11, 1 4 FS 1/ -4 j,4,1 I Ht%L wluu= J.IUIZS 27-.78 p 3- �-j A 1426.5 ' .'IN / %X I 1420.5 %F rs ,1427- r �c,. _.. . - - .1 01 427 20, �q 1428.5 &,Rr y 1427.6 x c=r X tmr awaz 51 Ow PMW 9zir UA TE R;R XWW. PU c.; 917 pp S Am A Ss DAM 00 101 ow. w4rx Am Liz 4T IN 2 2 GF 1$Z? SEPAWE nA F1, Mw AT 01 Bw TV -1 h g--, Ds 14 7 c4D ATA 1� i VST pp UJI V 11.70AC 3 1 A C1 i Ix V 17 1 4.1 Ls=6DO PA ql" VALL am LK, F-7. Flu Fe Joe, IINTr RAV EAST BA %rii I I It MAL CrAWA7 TO RV .9,VR? FWP. TRACr ---- 001-4 AAM 0WO-00-M 600 __0001 FS 33.4 INV - - - 610 POO= INITIAL, FS 29.5 INV = 25.2 CD Q1 00 = 1 0.2cfs _j W PA co Q) Lu -NOTE ALL SOILS GROUP "A" 0 co SCALE IN FEET 80 160 2 Plzport) n n C) 101 NODE DESCRIPTION S = 1616 rw = SUBAREA ACRAGE LENGTH'BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY 11.70 d L=500' ,320 0- 0 _j 0 86 11�0 00 r4) Q0 C-) ry c) 00 100 FS 50.5 INV __j IQ100= INITIALI T + . . . . . . . . . . . . r_+ + ... . .. Lc) 105 FS 47.8 INV — lQ100= open SCALE IN FEET 80 80 120 160 NO KB�,+. IS NEGO TIA TING A GREEMENT. W1 THIS TRA C T 0 WNER 300 BEF RE THE C T TO THE NOR BOUNgA''Y GETS DEVELOPED FS 41.2 IN GRA DED S SHALL BE CONSTRUCTED TO DRAIN DRAI INV N Q100= STORM WATER WESTERLY OLEANDER AVENUE. C:) !,vzEEr Ll 00],.T FP cl) — — — — — — — — — — — — — — — FE�NCE Er _T ILDWG 1.361. - open --------------- F__ �j ce Ur 11 0—=_ -------- ------- -------- t -------- L 1440 FS 1443 S. 4'1 Q100 3.6cfs r_vs* P" GH MEE DaIr MiCE t 7R4CT �OVNDARY _x Lt'flu"LDING — — — — — — — — — — — — — — — FEN ansr FEN jc_- C3 gUILD111c TRACT 16563 F r r—, I I r MEF . ............ .............................. ........ ThTE 1441 WING c) "Z 7pz- EE wr TRE > 14 8 J EXIST. AGRI DETENTION Mm. BASIN ('4v BUUWG WILMNIG 7REF C:) t L0 rolic EXIST F&IM OMAN 7' '4 cNv 1000, ___30-2 37,8 0 TE: 70 N .4 ;r i. fi _-,-------tQl00=4J cfs-� ------ THE KB HOMES IS NEGOTIATING AN AGREEMENT W1 THE OWNER OF THIS PARCEL TO GRADE A SWALE _y' FF CE — — — — — — TO DRA S TORM WA TER ONTO C YPRESS A VENUE. WND PIPE 3741 V, MZE� 6PEN CONIC _T PP _31 304 _2 OPEN F__v T. EDLO jNV Or Q100=1 TRACT BOUNDARY MST tr PLE4 z FS = 23.9 INV = --- Q100=17.Ocfs T NO TE: TRACT 17460 TO BE CONSTRUCTED SIMULTANEOUSLY W1 TRACT 1638J. \j co ALL SOILS -GROUP "All v E -V NODE DESCRIPTION SUBAREA DESCRIPTION LENGTH BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY HYDROLOGIC TRACTS 1 101 = 1616 V= Q100= INITIAL �A�C �RG j2.E S �ITY L=500' 0 0 1 0 DRAINAGE MAP 30'3 &17460 o. PRE—DEVELOPED CONDTION co r`() (.0 MADOLE760-A S. ROCHESTER AVE. JOB NUMBER V) ONTARIO, CA 91761 652-1942 & ASSOCIATES INC., 0 . -_ 1 909.937.9151 SHEET < Engineering Communities for* Life www.madoleinc.com OF 1 t z > c , 410 CO) 00 M.. > m 0 x r� = 0 0 w 0' M. m< > LA J4 19 9! 4 f 4M.- z C1 oil Eq 2 0 0 0 rn a 2 4 > 0 ox!� > r 00 M r .44 H:\PDATA\10100470\DWG\DLV\47OSDOOl.DWG 06/30/60 10:19 om 3 'aIRA A AL M 4 Uc- apt*. 40 nab own NA"SION ow" 1 ff o' '" V An %*"iota CO) 0 z 0 < cr 0-b m a M z CD 0 -4 0) 4 0) h) U) > S? > Z* w rn w 8 z R M .04.4 CO3 0 iib rn ;s 54> 1. coo w CA CO) CA c C. CA C' (a C. 00 c c C* cm cm co c ca 0 m cm co C. C. C. c co C' c CA CO Co m c (a -3r-. .43 -3 .9-3 .3 -3 a, a .3 -3 3-3 3 -3 10 a'. M -4 dA 4b '!,4 saw OWN -A Was �C" CA -fb t U 4 4 4 W CA h3 4 -ft., (A 0) 0* C* 0) 0) 14S..... (D OD 0S. -4 m k 1" CA C4 J c r C: a ja I to CA I 0) ch so T ca C ca C 'a (a c (A fA r. (A -3 33 3 a 3 a a. . I 1. 1 Lj I cr 0-b m a M z Ut 01 0 U) > S? > Z* w rn w 8 z R M rn ;s 54> 1. cr 0-b m m M z 0 U) > S? > Z* w rn w 8 z R M At m M z 0 U) > > w rn w z R M At 400 i FS — 38.2 29.8 INV --- IQ100= INI 2.8cfs 310 i FS = 34.2C 29.8 INV = --- Q 100 =2.75cfo, 2.8cfs 410 FS 34.40 29.8 INV --- ,Q100=2.38cls, 2.8cfs 420 FS = 26. INV = -- Q400-= —5; �efl ...... ...... ...... t- - - - - - - - 10 TRACT 16�63 4.EcF 220 TS = 29.8 INV = --- ,-QlOO= 2.8cfs 1201// FS-- = 2". INV = --- Q 100 =7 1 5cfs, EXIST. ETE TIO DA,) 111 lit NO TE: THE KB HOMES -,.IS. NEGOTIA-TING AN AGREEMENT W) THE OWNER OF THIS PARCEL TO GRADE A SWALE TO DRAIN STORM WATER ONTO CYPRESS AVENUE. ;tT RT N OTE ALL SOILS GROUP 11 A 0 00 cn SCALE IN FEET 80 160 2 I/ ry NODE DESCRIPTION SUBAREA ACRAGE LENGTH BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY -3<3 -3 10-00(, 101 r1616 ws Q100= INMAL 11 . 7 0 A7C, L=500' ml�lml.�lm 320 CL m -r C) 00 C)