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Home My WebLink AboutTract 17377 Drainage Studyvim Oft in an IM pw io 40 ON OR im TR--A-CT 17377 CITY OF FONTANA DRAINAGE STUDY Revised February 5, 2008 Ak6 A6 MADOLE & ASSOCIATES, I NCO Engineering Communities for Life Reference 763-1911 Madole & Associates, Inc. 1455 Auto Center Drive #200 Ontario, CA 91761 (909) 937-9151 Fax 937-9152 R.C.E. 36637 r/j, 0�:>- �-W-jo � -- z, 0, jF- -:J3 TZ %I w w U- >1 U- 8=00 z;" < '§0 X pz"�a' -Wzwo Cn uy < Z-1 0 ,:L. Z' "U Z - > :3 0, M Uj wz Q w OMOZZ5�:— Z Wou.1w,m< IC w 21 W-=, fz-. w Cr It < Z' w D ti Fja'w�-gc'o ,,Znw-ja- z g U, z a. z 0Q < wz .g 0 -j -W �-U-cn.O<MI�3 N tip 37 '= FEB q- (1 2w I-VILLDAN aw I 7 om 0 7 PM CONTENTS SECTION TITLE A DISCUSSION u Vicinity Map Q100HYDROLOGY • Pre -developed condition (2, 5, 10, 25 years) • Developed condition (2, 10, 25, 100 years) c3 Catch hasin hydrology (100 -year) u D STREETFLOWDEPTH& CATCHBASINSIZING H STORMDRAINHYDRAULICS u Line A & Laterals A-] thru A-4 u Line B & Lateral B-1 o Line C & Lateral C-1 L3 Line D u Line E S STORM WA TER DETENTION BASIN ROUTING & HYDRA ULICS • Emergency Spill Way Calculation • Basin Routing M MISCELLANEOUS CALCULATIONS • Hydraulic Section for Pipe • Rock Riprap Sizing Chart • Basin Outlet Structural Detail L3 Emergency Spill Way Detail u V -Ditch Sizing Calculation Ll REFERENCES & MAPS • "D "Load Table For Reinforced Concrete Pipe • Soils Map (from San Bernardino County Hydrology Manual) • Isohyetal Map (from San Bernardino County Hydrology Manual) E3 Street Cross-section Diagrams u Pre -developed Condition Hydrology Map Ej Developed Condition Hydrology Map Ei Catch Basin Hydrology Map 1) [)Z+ar)+)0n 51a4ln WiC7 ar)d BASELINE IROAD I : L zw� L41 L'i cn 'Ld A VENUE MILLER S1 TE z FOOTHILL BOULEVARD co ARROW �3 A VENUE VICINITY MA P NOT TO SCALE w to MADOLE & ASSOCIATES, INC. CONSULTI G CIVIL ENGINEERS OR AND %D PLANNERS 760-A S. ROCHESTER AVENUE ONTARIO, CA 91761 (909) 937-9151 P:\763-191 1 \DrainaGe\SDillway.dwa, 2/6/2006 10:41:55 AM. TN. TN- DISCUSSION INTRODUCTION The purpose of this drainage study is to determine the drainage facility requirements for Tract 17377 in City of Fontana. Specifically, the subject tract is located south of Baseline, west of Beech Avenue, north of Foothill Boulevard, and east of Hemlock Avenue, in the City Fontana, County of San Bernardino, California. The subject site will consist of 75 single-family residences, with an approximate area of 19.5 acres. Proposed drainage is overland and by street flow in generally a southwest direction. Off-site tributary area consists of approximately 4.7 acres of planned development on the south side of Miller Avenue (Tract 17059). EXISTING CONDITIONS The topographic contours for this area indicate that the general terrain falls southwesterly. Topographically, the subject site is relatively flat and currently vacant. The property is currently covered by grass, brush and a few trees. Soil is standard gravelly -sandy as typically found in the area, which is part of the alluvial fan system found along the foothill communites. Proposed improvements will increase property runoff, and therefore a detention basin will be constructed to limit runoff to a level below the existing condition. For a summary of results, please see the table on the following page. PROPOSED STORM WATER DRAINAGE The onsite storm water will be collected by an underground drainage system. The proposed Project will drain into detention basin located southerly of this site. The 2-, 5-, 10- and 25 -year pre -developed and 2-, 10-, 25- and 100 -year developed storm events were modeled in the rational method hydrology calculations in this study. Due to insufficient drainage improvements in the area and per agreement with the City of Fontana, the subject tract will discharge tract runoff through a detention basin. Per city requirements, the tract will mitigate developed runoff to a level less than 90 percent existing runoff. The mitigated runoff is conveyed from the basin in a 30" pipe that discharges south of the railroad right-of-way, along a city sewer easement, as approved by the City Engineer. Runoff will continue to the south toward Foothill Boulevard. A proposed v -ditch will be constructed from the pipe outlet to Foothill Boulevard to contain most of the runoff in order to protect downstream properties. The v -ditch flattens out south of existing properties to provide driveable access. Runoff ultimately is conveyed to an existing grate. I ON to METHOD OF STUDY: HYDROLOGY STUDY AND HYDRAULIC CALCULATIONS I I The rational method hydrologic model, as defined by Flood Control for San Bernardino County, was followed in the determination of storm runoff. AES software was utilized for hydrology calculations, street flow depth analysis, and catch basin sizing. CivilDesign's WSPGW hydraulic software program was used to validate pipe sizes. DISCUSSION OF RESULTS Project Storm Drain Capacity The proposed project will provide a drainage system designed for the interception Q100. The Lateral storm drains are designed for the Q 100. The onsite Storm Drainage water will be collected by underground drainage system and drain into detention basin located southerly portion of this site. The mainline storm drain has been sized based on the developed hydrology calculations. Catch basins and laterals were sized based on the "catch basin hydrology" calculations. In some cases where flow -by basins do not pickup all of the runoff, the basins and laterals are sized accordingly, however conservatively the mainline hydraulics follow the mainline hydrology (not accounting for the bypass; a conservative mainline hydraulic approach). For this project, W=21 feet at the two catch basins in the street near the detention basin of the tract will be adequate. A minimum width for each catch basin was calculated for inundation below top of curb, however, additional capacity is provided by these catch basins for the sumps conditions. Overflow protection is provided via the detention basin and out to Beech Avenue. Ponded water would start flowing into the basin at elevation 1290.51, and out to Beech at elevation 1290.53. The lowest pad elevation is 1292.0, therefore 1.49' of protection is provided. The report for the water quality was prepared in a separated document. The following table summarizes the various peak flow rates, basin discharge rates, and overall mitigations rates. FLOW SUMMARY TABLE Yr Pre-Dev. Intensity (yr) Pre-Dev. Runoff Q Dev. Runoff Q 90%Allowable Mitigation Basin Discharge % Mitigation 2 (2) 5.7 20.4 5.1 2.7 47% 10 (5) 14.8 1 39.2 1 13.3 9.7 66% 25 (10) 21.6 49.9 19.4 12.9 60% 100 (25) 30.7 65.9 27.6 17.1 56% Downstream street capacities have not been analyzed because the site will discharge less in the developed condition with the detention basin than as a pre -developed site. Any street flow carrying deficiency that may have existed previously will only be reduced by development of this project as proposed. DETENTION BASIN The detention basin has been designed following established city guidelines (a copy is provided herein). See Section S for 1000 -year overflow spillway calculations (Q100=65.9 cfs, Ql000=l.35x65.9=89.0 cfs, width = 71'). The spillway is located along the easterly edge of the basin, and would direct overflow onto Beech Avenue. The 100 -year basin elevation 1287.0, and the overflow depth is 0.5', therefore there is more than adequate pad and basin protection (lowest pad is 1292.0, top of basin is 1289.7, providing more than 2 feet of freeboard flood protection for the pads). Access for maintenance is provided by a driveway, gate and 15 -foot wide access ramp at 10%. The project CFD will provide the mechanism for maintenance. RUNOFF FROM "NAP" TTM 17059 As previously indicated, there is approximately 4.7 acres of off-site area tributary to this development. Young Homes is currently processing Tentative Tract Map 17059 over that property, and this basin has been re -designed to accommodate the increase in runoff (total of 13.5 cfs) from that project (a reach of the storni drain had to be increased from 30" to 36" to maintain freeboard in the system, however the basin mitigation requirements are still met). ow I go dft No an an an to On low pa to on im Im 1W No 0 Ift IN MADOLE & ASSOCIATES, INC. Civil Engineers -Land Surveyors -Planners 760-A Rochester Avenue Ontario, CA 91761 (909)937-9151 fax937-9152 Rainfall Intensity Data Slope of Intensity/Duration curve Job Tract 17377 Sheet No. Calculated by: tn Checked by: Duration Return Period (year) hr 2 5 10 25 100 1 0.63 0.83 0.98 1.18 1.48 3 1.18 1.53 1.8 2.15 2.68 6 1.76 2.26 2.64 3.14 3.9 24 3.3 .4.64 , 5.65 6.98 9 slope 0.57 0.56 0.55 0.55 0.54 of Date 2/2/2006 Date Scale nts =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) 4+ Slope x Ln(ref T)) 1100 - 110 / Ln(100/10) x Ln(des Period / 10) + 110 i SECTION 0 ()100 HYDROLOGY 0� I PRE -DEVELOPED HYDROLOGY m i 4W 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 ,FM Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 DESCRIPTION OF STUDY * TRACT 17377 * Q2 -YEAR HYDROLOGY STUDY * PRE -DEVELOPED CONDITION tn 763-1911 377EO2.DAT W FILE NAME: P:\763-1911\DRAINAGE\37'7EO2.DAT TIME/DATE OF STUDY: 09:26 06/13/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.9S *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) = 0.6300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 9.00 TO NODE 11.00 IS CODE = 21 1W ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 640.00 ELEVATION DATA: UPSTREAM(FEET) = 311.00 DOWNSTREAM(FEET) 299.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.418 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.424 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.) go ko im a am NATURAL POOR COVER GRAS S " A 4 .10 0.60 1.00 67 15.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 3.05 TOTAL AREA(ACRES) 4.10 PEAK FLOW RATE(CF S) 3.05 FLOW PROCESS FROM NODE 11.00 TO NODE 21.00 I� CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 299.00 DOWNSTREAM NODE ELEVATION(FEET) 290.00 CHANNEL LENGTH THRU SUBAREA(FEET) 640.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) 0.050 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 2.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.210 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 "OPEN BRUSH" A 9.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.49 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.22 AVERAGE FLOW DEPTH(FEET) = 0.22 FLOOD WIDTH(FEET) = 19.33 "V" GUTTER FLOW TRAVEL TIME(MIN.) 4.81 Tc(MIN.) = 20.23 SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) 2.86 EFFECTIVE AREA(ACRES) 13.20 AREA -AVERAGED Fm(INCH/HR) = 0.78 AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) 5.12 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.24 FLOOD WIDTH(FEET) 20.46 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SE C) = 0.54 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 21.00 = 1280.00 FEET. OR FLOW PROCESS FROM NODE 21.00 TO NODE 31.00 IS CODE = 92 -------------------------- ------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 290.00 DOWNSTREAM NODE ELEVATION(FEET) 287.00 CHANNEL LENGTH THRU SUBAREA(FEET) 500.00 NA "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FE ET) 0.050 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0200 lw PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 2.00 2 YEAR RAINFALL INTENSITY(INCH/HPQ = 1.060 me 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 so "OPEN BRUSH" A 13.30 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.33 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.67 AVERAGE FLOW DEPTH(FEET) = 0.32 FLOOD WIDTH(FEET) = 27.08 in "V" GUTTER FLOW TRAVEL TIME(MIN.) 4.99 Tc(MIN.) = 25.22 SUBAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) 2.39 EFFECTIVE AREA(ACRES) 26.50 AREA -AVERAGED Fm(INCH/HR) 0.82 am L -n as ift as AREA -AVERAGED Fp(INCH/HR) 0.82 AREA -AVERAGED Ap 1.00 TOTAL AREA(ACRES) 26.50 PEAK FLOW RATE(CFS) 5.73 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.31 FLOOD WIDTH(FEET) 25.95 FLOW VELOCITY(FEET/SEC.) = 1.64 DEPTH*VELOCITY(FT*FT/SEC) 0.51 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 31.00 = 1780.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 26.50 TC(MIN.) 25.22 EFFECTIVE AREA(ACRES) 26.50 AREA -AVERAGED Fm(INCH/HR)= 0.82 ox AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 5.73 END OF RATIONAL METHOD ANALYSIS sw '40 as w to on aw MR IN "I 41 0 ow 1w 6-1 =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: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 DESCRIPTION OF STUDY * TRACT 17377 * Q10 -YEAR HYDROLOGY STUDY * PRE -DEVELOPED CONDITION tn 763-1911 FILE NAME: P:\763-1911\DPAINAGE\377EIO.DAT TIME/DATE OF STUDY: 09:33 06/13/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18-00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.8300 *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 O.Oiso 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 9.00 TO NODE 11.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 640.00 299.00 UPSTREAM(FEET) 311.00 DOWNSTREAM(FEET ELEVATION DATA: Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.416 * 10 YEAR R.AINFALL INTENSITY(INCH/HR) = 1.876 SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN, Q111��'-) -7 NATURAL POOR COVER "GRASS" A 4.10 0.60 1.00 67 15.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 4a SUBAREA RUNOFF(CFS) = 4.71 4.71 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE 11.00 TO NODE 21.00 IS CODE = 92 ------------------------------------------------- -------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 299.00 DOWNSTREAM NODE ELEVATION(FEET) 290.00 CHANNEL LENGTH THRU SUBAREA(FEET) 640.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) 0.050 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 2.00 * 10 YEAR RAINFALL INTFNSITY(INCH/HR) = 1.619 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 "OPEN BRUSH" A 9.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.80 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.49 AVERAGE FLOW DEPTH(FEET) = 0.28 FLOOD WIDTH(FEET) = 24.39 "V" GUTTER FLOW TRAVEL TIME(MIN.) 4.28 Tc(MIN.) = 19.70 SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) 6.22 EFFECTIVE AREA(ACRES) 13.20 AREA -.AVERAGED Fm(INCH/HR) 0.78 AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 9.99 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) 27.02 FLOW VELOCITY(FEET/SEC.) = 2.62 DEPTH*VELOCTTY(FT*FT/SEC) 0.79 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 21.00 = 1280.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 3-1.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 290.00 DOWNSTREAM NODE ELEVATION(FEET) 287.00 CHANNEL LENGTH THRU SUBAREA(FEET) 500.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIYE(FEET) 0.050 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 2.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.441 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 "OPEN BRUSH" A 13.30 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.46 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.97 AVERAGE FLOW DEPTH(FEET) = 0.42 FLOOD WIDTH(FEET) = 36.63 "V" GUTTER FLOW TPJAVEL TIME(MIN.) 4.23 Tc(MIN.) = 23.93 SUBAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) = 6.95 EFFECTIVE AREA(ACRES) 26.50 AREA-AVERA':3LD Ytn(INCH/HR) = 0.62 I I do AREA -AVERAGED FQ(INICH/HR) 0.82 AREA -AVERAGED Ap 1.00 TOTAL AREA(ACRES) = 26.50 PEAK FLOW RATE(CFS) 14.82 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.43 FLOOD WIDTH(FEET) 37.95 FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC) 0.87 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 31.00 = 1780.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 26.50 TC(MIN.) 23.93 4! A EFFECTIVE AREA(ACRES) 26.50 AREA -AVERAGED Fm(INCH/HR)= 0.82 7 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 14.82 END OF RATIONAL METHOD ANALYSIS I I =1 r7l �j RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 4W (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 DESCRIPTION OF STUDY TRACT 17377 Q25 -YEAR HYDROLOGY STUDY PRE -DEVELOPED CONDITION tn 763-1911 FILE NAME: P:\763-1911\.DRAINAGE\377E25.DAT TIME/DATE OF STUDY: 09:43 06/13/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------- --*TIME-OF-CONCENTRATION MODEL' USER SPECIFIED STORM EVENT(YEAR) 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18-00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0-95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.9800 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OP. EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 9.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 640.00 ELEVATION DATA: UPSTREAM(FEET) = 311.00 DOW NSTREAM(FEET) 299.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.418 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.215 SUEAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE, GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "GRASS" A 4.10 0.60 1.00 67 15.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 5.97 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) 5.97 un FLOW PROCESS FROM NODE 11.00 TO NODE 21.00 IS CODE 92 ------------------------------------- -------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 299.00 DOWNSTREAM NODE ELEVATION(FEET) 290.00 CHANNEL LENGTH THRU SUBAREA(FEET) 640.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) 0.050 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 2.00 * 25 YEAR RAINFALL INTFNSITY(INCH/HR) = 1.926 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 "OPEN BRUSH" A 9.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.31 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.64 AVERAGE FLOW DEPTH(FEET) = 0.31 FLOOD WIDTH(FEET) = 27.39 "V" GUTTER FLOW TRAVEL TIME(MIN.) 4.04 Tc(MIN.) = 19.46 SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) 8.73 EFFECTIVE AREA(ACRES) 13.20 AREA -AVERAGED Fm(INCH/HR) 0.78 AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) 13.63 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.34 FLOOD WIDTH(FEET) 30.58 low FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY(FT*FT/SEC) 0.95 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 21.00 = 1280.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 31.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 290.00 DOWNSTREAM NODE ELEVATION(FEET) 287.00 CHANNEL LENGTH THRU SUBAREA(FEET) 500.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER KIKE(FEET) 0.050 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 2.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.726 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 "OPEN BRUSH" A 13.30 0.86 1.00 46 lift SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.80 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.13 AVERAGE FLOW DEPTH(FEET) = 0.47 FLOOD WIDTH(FEET) = 41.69 "V" GUTTER FLOW TRAVEL TIME(MIN.) 3.91 Tc(MIN.) = 23.37 SUBAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) 10.36 EFFECTIVE AREA(ACRES) 26.50 AREA -AVERAGED Fm(INCH/HR) = 0.82 un I I I I I I I m 0 N AREA-AVER.AGED Fp(INCH/HR) 0.82 AREA -AVERAGED Ap 1.00 TOTAL AREA(ACRES) 26.50 PEAK FLOW RATE(CFS) 21.61 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) 43.94 FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY(FT*FT/SEC) 1.08 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 31.00 = 1780.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 26.50 TC(MIN.) 23.37 EFFECTIVE AREA(ACRES) 26.50 AREA -AVERAGED Fm(INCH/HR)= 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 rr,17 PEAK FLOW RATE(CFS) 21.61 Aw END OF RATIONAL METHOD ANALYSIS I I I I I I m 0 N E3 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: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 FLOW PROCESS FROM NODE 9.00 TO NODE 11.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 640.00 ELEVATION DATA: UPSTREAM(FEET) = 311.00 DOWNSTREAM(FEET) 299.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.418 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.667 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Aft LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) DESCRIPTION OF STUDY * TRACT 17377 * Q100 -YEAR HYDROLOGY STUDY * PRE -DEVELOPED CONDITON tn 763-1911 FILE NAME: P:\763-1911\DRAINAGE\377ElCO.DAT TIME/DATE OF STUDY: 17:05 06/12/2006 USER �PECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.1800 *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/ WRY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 9.00 TO NODE 11.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 640.00 ELEVATION DATA: UPSTREAM(FEET) = 311.00 DOWNSTREAM(FEET) 299.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.418 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.667 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Aft LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) L --i r1i NATURAL POOR COVER "GRASS" A 4.10 0.60 1.00 67 15.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 7.63 TOTAL AREA(ACRES) = 4.10 PEAK FLOW PATE(CFS) 7.63 FLOW PROCESS FROM NODE 11.00 TO NODE 21.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 299.00 DOWNSTREAM NODE ELEVATION(FEET) 290.00 CHANNEL LENGTH THRU SUBAREA(FEET) 640.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) 0.050 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 2.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.338 SUBAREA LOSS RATE DATA(AMC Il): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS WA LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 9.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.64 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.82 AVERAGE FLOW DEPTH(FEET) = 0.34 FLOOD WIDTH(FEET) = 30.58 "V" GUTTER FLOW TRAVEL TIME(MIN.) 3.78 Tc(MIN.) = 19.20 SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) 12.10 EFFECTIVE AREA(ACRES) 13.20 AREA -AVERAGED Fm(INCH/HR) 0.78 AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 18.53 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.38 FLOOD WIDTH(FEET) 34.70 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH*VELOCITY(FT*FT/SEC) 1.13 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 21.00 = 1280.00 FEET. r7l FLOW PROCESS FROM NODE 21.00 TO NODE 31.00 IS CODE = 92 ---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 290.00 DOWNSTREAM NODE ELEVATION(FEET) 287.00 CHANNEL LENGTH THRU SUBAREA(FEET) 500.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) 0.050 PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 2.00 * 100 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) (INICH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 13.30 0.86 i.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.98 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.30 AVERAGE FLOW DEPTH(FEET) = 0.52 F T COD WIDTH(FEET) = 47.31 "V" GUTTER FLOW TRAVEL TIME(MIN.) 3.63 Tc(MIN.) = 22.83 SUBAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) 1111.93 EFFECTIVE AREA(ACRES) 26.50 AREA -AVERAGED Fm(INCH/H_R) = C.c r7l AM I 4W N m I AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED A�) = 1.00 TOTAL AREA(ACRES) = 26.50 PEAK FLOW RATE(CFS) 30.71 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.56 FLOOD WIDTH(FEET) 50.50 FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH-VELOCITY(FT*FT/SEC) 1.33 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 31.00 = 1780.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 26.50 TC(MIN.) 22.83 EFFECTIVE AREA(ACRES) 26.50 AREA -AVERAGED FM(INCH/HR)= 0.82 AREA-AVER.AGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 30.71 END OF RATIONAL METHOD ANALYSIS 0 i 11 I SECTION Q DEVELOPED HYDROLOGY r.--3 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2005 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2005 License ID 1584 Analysis prepared by: Encompass Associatesr Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 askeers@encompasscivil.com DESCRIPTION OF STUDY * TRACT 17377 * Q2 -YEAR HYDROLOGY STUDY 377DO2.DAT * DEVELOPED CONDITION tn 763-1911 FILE NAME: 377DO2.DAT TIME/DATE OF STUDY: 12:23 09/14/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- 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 i6a FLOW PROCESS FROM NODE 27.00 TO NODE 29.00 IS CODE 21 ---------------------------------------------------------------------------- 4W >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 590.00 ELEVATION DATA: UPSTREAM(FEET) = 307.40 DOWNSTREAM(FEET) 300.10 E:j Tc = K*((LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.017 09/15/07 Q-2 USER SPECIFIED STORM EVENT(YEAR) 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18-00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.6300 *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 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 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 i6a FLOW PROCESS FROM NODE 27.00 TO NODE 29.00 IS CODE 21 ---------------------------------------------------------------------------- 4W >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 590.00 ELEVATION DATA: UPSTREAM(FEET) = 307.40 DOWNSTREAM(FEET) 300.10 E:j Tc = K*((LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.017 09/15/07 Q-2 400 DISTANCE FROM CROWN*TO CROSSFALL GRADEBREAK(FEET) = 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) 5.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) 9.37 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.84 STREET FLOW TRAVEL TIME(MIN.) = 3.29 Tc(MIN.) = 15.31 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.430 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 4.16 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 4.16 SUBAREA RUNOFF(CFS) 3.53 EFFECTIVE AREA(ACRES) = 7.90 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) 6.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.20 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY(FT*FT/SEC.) 0.92 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 31.00 = 1140.00 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.20 DOWNSTREAM(FEET) 284.80 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES 09/15/07 Q-3 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.653 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.74 0.98 0.500 32 12.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 3.92 TOTAL AREA(ACRES) 3.74 PEAK FLOW RATE(CFS) 3.92 FLOW PROCESS FROM NODE 29.00 TO NODE 31.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 300.10 DOWNSTREAM ELEVATION(FEET) = 291.00 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 400 DISTANCE FROM CROWN*TO CROSSFALL GRADEBREAK(FEET) = 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) 5.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) 9.37 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.84 STREET FLOW TRAVEL TIME(MIN.) = 3.29 Tc(MIN.) = 15.31 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.430 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 4.16 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 4.16 SUBAREA RUNOFF(CFS) 3.53 EFFECTIVE AREA(ACRES) = 7.90 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) 6.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.20 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY(FT*FT/SEC.) 0.92 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 31.00 = 1140.00 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.20 DOWNSTREAM(FEET) 284.80 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES 09/15/07 Q-3 r.7 14M PIPE -FLOW VELOCITY(FEETISEC.) = 7.64 GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES PIPE-FLOW(CFS) 6.70 PIPE TRAVEL TIME(MIN.) 0.17 Tc(MIN.) = 15.48 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 33.00 1220.00 FEET. FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 10 ---------------------------------------------------------- 7 ----------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 wilo---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -CF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< low INITIAL SUBAREA FLOW-LENGTH(FEET) 650.00 ELEVATION DATA: UPSTREAM(FEET) 296.20 DOWNSTREAM(FEET) 291.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.093 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.503 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.79 0.98 0.500 32 14.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 2.55 TOTAL AREA(ACRES) = 2.79 PEAK FLOW RATE(CFS) 2.55 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ------------------------------------------ --------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 287.00 DOWNSTREAM(FEET) 286.80 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.05 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 2.55 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 14.22 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 680.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.22 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.495 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 1.57 0.98 0.500 32 dm SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.57 SUBAREA RUNOFF(CFS) 1.42 09/15/07 . Q-4 EFFECTIVE AREA(ACRES) = 4.36 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 4.36 PEAK FLOW RATE(CFS) 3.95 FLOW PROCESS FROM NODE 3.00 TO NODE 23.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.80 DOWNSTREAM(FEET) 286.20 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.27 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 3.95 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 14.65 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 23.00 790.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.65 RAINFALL INTENSITY(INCH/HR) = 1.47 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 Aw AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 4.36 im TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.95 FLOW PROCESS FROM NODE 9.00 TO NODE 11.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 810.00 ELEVATION DATA: UPSTREAM(FEET) = 310.00 DOWNSTREAM(FEET) 297.40 ml 09/15/07 Q-5 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))* -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.031 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.575 SUBAREA Tc AND LOSS RATE DATA(AMC Il): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.68 0.98 0.500 32 13.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 4.58 TOTAL AREA(ACRES) 4.68 PEAK FLOW RATE(CFS) 4.58 FLOW PROCESS FROM NODE 11.00 TO NODE 21.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< am UPSTREAM ELEVATION(FEET) = 297.40 DOWNSTREAM ELEVATION(FEET) = 291.70 ml 09/15/07 Q-5 Emi STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 --- INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) 5.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(rEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.24 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.86 PRODUCT OF DEPTH&VELOCITY(FT-FT/SEC.) 0.85 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 14.89 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.454 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 0.98 0.500 32 "5-7 DWELLINGS/ACRE" A 2.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFF(CFS) 1.83 EFFECTIVE AREA(ACRES) = 6.79 AREA -AVERAGED Fm(INCH/HR) = 0.49 lot AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 5.90 TOTAL AREA(ACRES) = 6.79 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) 9.57 0.87 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 9.00 TO NODE 21.00 = 1130.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 23.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 287.10 DOWNSTREAM(FEET) 286.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.07 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 5.90 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 15.13 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 23.00 1215.00 FEET. Ao FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 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.) = 15.13 RAINFALL INTENSITY(INCH/HR) = 1.44 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 ft" 09/15/07 Q-6 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 6.79 TOTAL STREAM AREA(ACRES) 6.79 PEAK FLOW RATE(CFS) AT CONFLUENCE 5.90 CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.95 14.65 1.468 0.97( 0.49) 0.50 4.4 1.00 2 5.90 15.13 1.440 0.97( 0.49) 0.50 6.6 9.00 law RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.84 14.65 1.468 0.97( 0.49) 0.50 10.9 1.00 2 9.74 15.13 1.440 0.98( 0.49) 0.50 11.1 9.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.84 Tc(MIN.) = 14.65 EFFECTIVE AREA(ACRES) 10.93 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.15 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 23.00 = 1215.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 25.00 IS CODE = 41 ---------------------------------------------------------------------------- Aw >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.20 DOWNSTREAM(FEET) 285.40 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.07 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 9.84 PIPE TRAVEL TIME(MIN-) = 0.58 Tc(MIN.) = 15.22 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 25.00 1390.00 FEET. FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.22 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.435 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.05 0.98 0.500 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.63 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATEr Fp(INCH/HR) = 0.98 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) 1.43 EFFECTIVE AREA(ACRES) 12.61 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 12.83 PEAK FLOW RATE(CFS) 10.75 cm 09/15/07 i Q-7 r7 4m FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.22 2 YEAR RAINFALL INTENSITY(INCHIaR) = 1.435 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap Scs "m LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL ww "5-7 DWELLINGS/ACRE" A 0.67 0.98 0.500 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.59 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) 1.07 EFFECTIVE AREA(ACRES) 13.87 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 14.09 PEAK FLOW RATE(CFS) 11.83 FLOW PROCESS FROM NODE 25.00 TO NODE 33.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 285.40 DOWNSTREAM(FEET) 284.80 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.68 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 11.83 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 15.54 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 33.00 1500.00 FEET. FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE ----------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<< MAIN STREAM CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.83 15.54 1.417 0.97( 0.49) 0.50 13.9 1.00 2 11.67 16.03 1.391 0.97( 0.49) 0.50 14.1 9.00 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 33.00 = 1500.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.70 15.48 1.420 0.98( 0.49) 0.50 7.9 27.00 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 33.00 = 1220.00 FEET. PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.52 15.48 1.420 0.97 ( 0.49) 0.50 21.7 27.00 2 18.50 15.54 1.417 0.97( 0.49) 0.50 21.8 1.00 3 18.16 16.03 1.391 0.97( 0.49) 0.50 22.0 9.00 TOTAL AREA(ACRES) 21.99 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.52 Tc(MIN.) = 15.483 Em 09/15/07 Q-8 EFFECTIVE AREA(ACRES) = 21.72 AREA -AVERAGED FM(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.99 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 33.00 = 1500.00 FEET. ww FLOW PROCESS FROM NODE 33.00 TO NODE 41.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< - >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 284.80 DOWNSTREAM(FEET) 283.90 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 14.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.16 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 18.52 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 15.96 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 41.00 1675.00 FEET. FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.96 A" 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.395 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 4W RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.39 0.98 0.500 32 In* SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 Am SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) 0.32 EFFECTIVE AREA(ACRES) = 22.11 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.38 PEAK FLOW RATE(CFS) 18.52 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------- MAINLINE Tc(MIN) = 15.96 2 YEAR RAINFALL INTENSITY(INCHIHR) = 1.395 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) 0.73 EFFECTIVE AREA(ACRES) = 23.01 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA-AVER.AGED Fp(INCH/MR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 23.28 PEAK FLOW RATE(CFS) 18.79 FLOW PROCESS FROM NODE 41.00 TO NODE 43.00 IS CODE = 41 va---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< An >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 09/15/07 Q-9 ELEVATION DATA: UPSTREAM(FEET) 283.90 DOWNSTREAM(FEET) 283.50 FLOW LENGTH(FEET) 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.87 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 18.79 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 16.21 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 43.00 1765.00 FEET. FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.21 RAINFALL INTENSITY(INCH/HR) = 1.38 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 23.01 TOTAL STREAM AREA(ACRES) = 23.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.79 FLOW PROCESS FROM NODE 101.00 TO NODE 103.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 575.00 ELEVATION DATA: UPSTREAM(FEET) 313.60 DOWNSTREAM(FEET) 303.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.067 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.737 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.98 0.500 32 11.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 0.79 TOTAL AREA(ACRES) 0.70 PEAK FLOW RATE(CFS) 0.79 FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< Aw UPSTREAM ELEVATION(FEET) = 303.20 DOWNSTREAM ELEVATION(FEET) 290.60 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 =1 09/15/07 Q-10 CZ3 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 TWA **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 4.99 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.66 STREET FLOW TRAVEL TIME(MIN.) = 4.42 Tc(MIN.) = 15.49 _AW 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.420 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN Aj# RESIDENTIAL 115-7 DWELLINGS/ACRE" A 0.80 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATEr Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) 0.67 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.S0 PEAK FLOW RATE(CFS) 1.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) 5.41 FLOW VELOCITY(FEET/SEC-) = 2.61 DEPTH*VELOCITY(FT*FT/SEC.) 0.70 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1255.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 290.60 DOWNSTREAM ELEVATION(FEET) = 288.30 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADESREAK(FZET) 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF RALFSTREETS 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) 1.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 6.54 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.64 STREET FLOW TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 16.83 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.351 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL mm "5-7 DWELLINGS/ACRE" A 0.30 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) 0.23 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 m 1"0 09/15/07 Q-1 1 ro AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 1.80 PEAK FLOW RATE(CFS) 1.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) 6.61 FLOW VELOCITY(FEET/SEC.) = 2.23 DEPTH*VELOCITY(FT*FT/SEC.) 0.65 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 1435.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 49.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 88.30 DOWNSTREAM(FEET) 83.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.98 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 1.40 PIPE TRAVEL TIME(MIN.) = 6.09 Tc(MIN.) = 16.92 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 49.00 1485.00 FEET. FLOW PROCESS FROM NODE 43.00 TO NODE 49.00 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.) = 16.92 RAINFALL INTENSITY(INCH/HR) = 1.35 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.40 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.79 16.21 1.381 0.98( 0.49) 0.50 23.0 27.00 1 18.77 16.27 1.378 0.98( 0.49) 0.50 23.1 1.00 1 18.42 16.76 1.354 0.98( 0.49) 0.50 23.3 9.00 2 1.40 16.92 1.346 0.98( 0.49) 0.50 1.8 101.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.18 16.21 1.381 0.98( 0.49) 0.50 24.7 27.00 2 20.16 16.27 1.378 0.98( 0.49) 0.50 24.8 1.00 3 19.82 16.76 1.354 0.98( 0.49) 0.50 25.1 9.00 4 19.65 16.92 1.346 0.98( 0.49) 0.50 25.1 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.18 Tc(MIN.) = 16.21 EFFECTIVE AREA(ACRES) 24.73 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 25.08 09/15/07 Q-12 so IVA No LONGEST FLOWPATH FROM NODE 9.00 TO NODE 49.00 = 1765.00 FEET. to FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.21 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.381 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 "OPEN BRUSH" A 1.15 0.86 1.000 46 llw SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 go SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) 0.54 EFFECTIVE AREA(ACRES) = 25.88 AREA -AVERAGED Fm(INCH/HR) = 0.50 so AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.52 TOTAL APEA(ACRES) 26.23 PEAK FLOW RATE(CFS) 20.44 so END OF STUDY SUMMARY: AN TOTAL AREA(ACRES) 26.23 TC(MIN.) 16.21 EFFECTIVE AREA(ACRES) 25.88 AREA -AVERAGED FM(INCH/HR)= 0.50 oft AREA -AVERAGED Fp(INCH/HR) 0.97 AREA -AVERAGED Ap = 0.522 vw PEAK FLOW RATE (CFS) 20.44 ** PEAK FLOW RATE TABLE ** pa STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE vw 1 20.44 16.21 1.381 0.97( 0.50) 0.52 25.9 27.00 2 20.42 16.27 1.378 0.97( 0.50) 0.52 25.9 1.00 on 3 20.06 16.76 1.354 0.97( 0.50) 0.52 26.2 9.00 4 19.69 16.92 1.346 0.97( 0.50) 0.52 26.2 101.00 so oft END OF RATIONAL METHOD ANALYSIS ME an on 0 No go 09/15/07 Q-13 H RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2005 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2005 License ID 1584 Analysis prepared by: Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 askeers@encompasscivil.com DESCRIPTION OF STUDY TRACT 17377 Q10 -YEAR HYDROLOGY STUDY DEVELOPED CONDTION tn 763-1911 FILE NAME: 377D10.DAT TIME/DATE OF STUDY: 12:24 09/14/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTSIDECIMAL) 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-HOOR INTENSITY(INCH/HOUR) = 0*9100 *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 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 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 27.00 TO NODE 29.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>OSE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 590.00 ELEVATION DATA: UPSTREAM(FEET) 307.40 DOWNSTREAM(FEET) 300.10 1 09/15/07 Q-14 =3 FLOW PROCESS FROM NODE 29.00 TO NODE 31.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 300.10 DOWNSTREAM ELEVATION(FEET) = 291.00 STREET LENGTH(FEET) 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) 10.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.15 STREET FLOW TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 14.86 * 10 YEAR RAINFALL INTENSITY(INCH/HR) 2.265 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.16 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 4.16 SUBAREA RUNOFF(CFS) 6.65 EFFECTIVE AREA(ACRES) = 7.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 12.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.24 FLOW VELOCITY(FEET/SEC.) = 3.40 DEPTH-VELOCITY(FT-FT/SEC.) 1.28 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 31.00 = 1140.00 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.20 DOWNSTREAM(FEET) 284.80 09/15/07 Q-15 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.017 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.572 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.74 0.98 0.500 32 12.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 7.02 TOTAL AREA(ACRES) = 3.74 PEAK FLOW RATE(CFS) 7.02 FLOW PROCESS FROM NODE 29.00 TO NODE 31.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 300.10 DOWNSTREAM ELEVATION(FEET) = 291.00 STREET LENGTH(FEET) 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) 10.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.15 STREET FLOW TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 14.86 * 10 YEAR RAINFALL INTENSITY(INCH/HR) 2.265 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.16 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 4.16 SUBAREA RUNOFF(CFS) 6.65 EFFECTIVE AREA(ACRES) = 7.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 12.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.24 FLOW VELOCITY(FEET/SEC.) = 3.40 DEPTH-VELOCITY(FT-FT/SEC.) 1.28 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 31.00 = 1140.00 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.20 DOWNSTREAM(FEET) 284.80 09/15/07 Q-15 rZo m FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) 8.71 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 12.63 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 15.01 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 33.00 1220.00 FEET. FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 650.00 ELEVATION DATA: UPSTREAM(FEET) 296.20 DOWNSTREAM(FEET) 291.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.093 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.337 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap Scs Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.79 0.98 0.500 32 14.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 4.64 TOTAL AREA(ACRES) = 2.79 PEAK FLOW RATE(CFS) 4.64 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 287.00 DOWNSTREAM(FEET) 286.80 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.81 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 4.64 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 14.20 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 680.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.20 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.327 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN low RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.57 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 r7l 09/15/07 Q-16 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.57 SUBAREA RUNOFF(CFS) 2.60 EFFECTIVE AREA(ACRES) 4.36 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 "7.22 TOTAL AREA(ACRES) 4.36 PEAK FLOW RATE(CFS) FLOW PROCESS FROM NODE 3.00 TO NODE 23.00 IS CODE = 41 ------------------------------- -------------------------- 7 ----------------- Aw >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.80 DOWNSTREAM(FEET) 286.20 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.03 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 7.22 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 14.56 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 23.00 790.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.56 RAINFALL INTENSITY(INCH/HR) = 2.29 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRFS) 4.36 TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE 7.22 FLOW PROCESS FROM NODE 9.00 TO NODE 11.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 810.00 ELEVATION DATA: UPSTREAM(FEET) = 310.00 DOWNSTREAM(FEET) 297.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.031 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.450 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.68 0.98 0.500 .32 13.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 8.27 TOTAL AREA(ACRES) 4.68 PEAK FLOW RATE(CFS) 8.27 FLOW PROCESS FROM NODE 11.00 TO NODE 21.00 IS CODE = 62 we---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< rn 09/15/07 i Q-17 1= =1 UPSTREAM ELEVATION(FEET) = 297.40 DOWNSTREAM ELEVATION(FEET) 291.70 STREET LENGTH(FEET) 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 Ao INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) 9.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.14 STREET FLOW TRAVEL TIME(MIN'.) = 1.63 Tc(MIN.) = 14.66 * 10 YEAR RAINFALL INTENSITY(INCH/HR) 2.282 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.11 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFF(CFS) 3.41 EFFECTIVE AREA(ACRES) 6.79 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.79 PEAK FLOW RATE(CFS) 10.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.38 FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH*VELOCITY(FT*FT/SEC.) 1.20 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 21.00 = 1130.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 23.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 287.10 DOWNSTREAM(FEET) 286.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.16 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 10.97 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 14.86 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 23.00 1215.00 FEET. A* FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 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.) = 14.86 RAINFALL INTENSITY(INCH/HR) = 2.26 ED 09/15/07 i Q-18 go 0 AREA -AVERAGED Fin(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 6.79 ma" TOTAL STREAM AREA(ACRES) = 6.79 0% PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.97 ** CONFLUENCE DATA ** No STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER am NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.22 14.56 2.292 0.97( 0.49) 0.50 4.4 1.00 2 10.97 14.86 2.264 0.97( 0.49) 0.50 6.8 9.00 ou RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ow CONFLUENCE FORMULA USED FOR 2 STREAMS. ow ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.13 14.56 2.292 0.97( 0.49) 0.50 11.0 1.00 2 18.07 14.86 2'.264 0.98( 0.49) 0.50 11.1 9.00 No COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.13 Tc(MIN.) = 14.56 EFFECTIVE AREA(ACRES) 11.01 AREA -AVERAGED Fm(INCH/HR) = 0.49 IBM AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.15 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 23.00 = 1215.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 25.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.20 DOWNSTREAM(FEET) 285.40 ow FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 ow DEPTH OF FLOW IN 30.0 INCH PIPE IS 18.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.90 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES wo PIPE -FLOW (CFS) = 18.13 WA PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 15.06 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 25.00 1390.00 FEET. 09/15/07 Q-19 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.06 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.246 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.05 0.98 0.500 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.63 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) 2.66 EFFECTIVE AREA(ACRES) 12.69 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.83 PEAK FLOW RATE(CFS) = 20.09 09/15/07 Q-19 E= COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.61 Tc(MIN-) = 15.009 EFFECTIVE AREA(ACRES) 21.56 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.99 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 33.00 = 1500.00 FEET. Ago FLOW PROCESS FROM NODE 33.00 TO NODE 41.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 284.80 DOWNSTREAM(FEET) 283.90 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 20.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.28 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 34.61 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 15.41 LONGEST FLOWPATH FROM NODE ' 9.00 TO NODE 41.00 1675.00 FEET. FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE ------------------------------------------ --------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15-41 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.215 SUBAREA LOSS RATE DATA(AMC Il): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.39 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) 0.61 EFFECTIVE AREA(ACRES) 21.95 AREA -AVERAGED Fm(INCH/HR) = 0.49 Am AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.38 PEAK FLOW RATE(CFS) 34.61 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.41 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.215 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL AN "5-7 DWELLINGS/ACRE" A 0.90 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 0 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) 1.4 EFFECTIVE AREA(ACRES) = 22.85 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 23.28 PEAK FLOW RATE(CFS) 35.53 FLOW PROCESS FROM NODE 41.00 TO NODE 43.00 IS CODE = 41 ---------------------------------------------------------------------------- M 09/15/07 W Q-21 E-1 m- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 283.90 DOWNSTREAM -(FEET) 283.50 FLOW LENGTH(FEET) 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.94 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 35.53 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 15.63 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 43.00 1765.00 FEET. FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE -------------------- ------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.63 RAINFALL INTENSITY(INCH/HR) = 2.20 AREA -AVERAGED Fin(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 22.85 TOTAL STREAM AREA(ACRES) = 23.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.53 FLOW PROCESS FROM NODE 101.00 TO NODE 103.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 575.00 ELEVATION DATA: UPSTREAM(FEET) 313.60 DOWNSTREAM(FEET) 303.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.067 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.702 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.98 0.500 32 11.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 1.40 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) 1.40 FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 303.20 DOWNSTREAM ELEVATION(FEET) = 290.60 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 09/15/07 Q-22 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) 2.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.31 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.85 STREET FLOW TRAVEL TIME(MIN.) = 4.04 Tc(MIN.) = 15.11 * 10 YEAR RAINFALL INTENSITY(INCH/HR) 2.241 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '15-7 DWELLINGS/ACRE" A 0.80 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.96 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0A0 SUBAREA RUNOFF(CFS) 1.26 EFFECTIVE AREA(ACRES) 1.50 AREA -AVERAGED Fm(INCH/HR) 0.49 Aw AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 1.50 PEAK FLOW RATE(CFS) 2.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) 7.94 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY(FT*FT/SEC.) 0.92 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1255.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 290.60 DOWNSTREAM ELEVATION(FEET) 288.30 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 km 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) 2.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.14 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.86 STREET FLOW TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 16.30 * 10 YEAR RAINFALL INTENSITY(INCH/HR) 2.142 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 M 09/15/07 ii Q-23 rl- SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.45 EFFECTIVE AREA(ACRES) 1.80 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 1.80 PEAK FLOW RATE(CFS) 2.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) 9.28 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH-VELOCITY(FT-FT/SEC.) 0.88 LONGEST FLOWPATH FROM NODE . 101.00 TO NODE 107.00 =_ 1435.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 49.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 88.30 DOWNSTREAM(FEET) 83.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.90 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 2.68 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 16.37 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 49.00 1485.00 FEET. FLOW PROCESS FROM NODE 43.00 TO NODE 49.00 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.) = 16.37 RAINFALL INTENSITY(INCH/HR) = 2.14 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.68 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 35.53 15.63 2.197 0.98( 0.49) 0.50 22.8 27.00 1 35.41 15.95 2.170 0.98( 0.49) 0.50 23.1 1.00 1 35.11 16.25 2.146 0.98 ( 0.49) 0.50 23.3 9.00 2 2.68 16.37 2.136 0.98( 0.49) 0.50 1.8 101.00 aim 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 -38.18 15.63 2.197 0.98( 0.49) 0.50 24.6 27.00 2 38.08 15.95 2.170 0.98( 0.49) 0.50 24.9 1.00 3 37.78 16.25 2.146 0.98( 0.49) 0.50 25.1 9.00 4 37.58 16.37 2.136 0.98( 0.49) 0.50 25.1 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.18 Tc(MIN.) = 15.63 EFFECTIVE AREA(ACRES) 24.56 AREA -AVERAGED Fm(INCH/HR) = 0.49 �_l 09/15/07 i Q-24 I 0. I I 0 m 0, I 09/15/07 Q-25 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 25.08 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 49.00 = 1765.00 FEET. FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 81 ------------------------------------ m ----------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.63 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.197 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 "OPEN BRUSH" A 1.15 0.86 1.000 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) 1.38 EFFECTIVE AREA(ACRES) 25.71 AREA -AVERAGED F�u(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) 0.97 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) 26.23 PEAK FLOW RATE(CFS) 39.18 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 26.23 TC(MIN.) 15.63 EFFECTIVE AREA(ACRES) 25.71 AREA -AVERAGED Fin(INCH/HR)= 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.522 PEAK FLOW RATE(CFS) 39.18 PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.18 15.63 2.197 0.97( 0.50) 0.52 25.7 27.00 2 39.05 15.95 2.170 0.97( 0.50) 0.52 26.0 1.00 3 38.74 16.25 2.146 0.97( 0.50) 0.52 26.2 9.00 4 38.53 16.37 2.136 0.97( 0.50) 0.52 26.2 101.00 END OF RATIONAL METHOD ANALYSIS 0. I I 0 m 0, I 09/15/07 Q-25 IZ-3 M W.J RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2005 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2005 License ID 1584 Analysis prepared by: Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 askeers@encompasscivil.com DESCRIPTION OF STUDY * TRACT 17377 * Q25 -YEAR HYDROLOGY STUDY * DEVELOPED CONDITION GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET M 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 M FLOW PROCESS FROM NODE 27.00 TO NODE 29.00 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) = 307.40 DOWNSTREAM(FEET) 300.10 09/15/07 Q-26 FILE NAME: 377D25.DAT TIME/DATE OF STUDY: 12:25 09/14/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.1800 *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 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET M 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 M FLOW PROCESS FROM NODE 27.00 TO NODE 29.00 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) = 307.40 DOWNSTREAM(FEET) 300.10 09/15/07 Q-26 r_1 m Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.017 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.097 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.74 0.98 0.500 32 12.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 8.78 TOTAL AREA(ACRES) = 3.74 PEAK FLOW RATE(CFS) 8.78 FLOW PROCESS FROM NODE 29.00 TO NODE 31.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 300.10 DOWNSTREAM ELEVATION(FEET) = 291.00 STREET LENGTH(FEET) = 550'.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0130 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 13.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.30 STREET FLOW TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 14.70 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 2.744 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.16 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 4.16 SUBAREA RUNOFF(CFS) 8.45 EFFECTIVE AREA(ACRES) 7.90 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES�) 7.90 PEAK FLOW RATE(CFS) 16.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.57 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY(FT*FT/SEC.) 1.45 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 31.00 = 1140.00 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.20 DOWNSTREAM(FEET) 284.80 09/15/07 Q-27 c::j M7 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) 9.08 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 16.05 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 14.84 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 33.00 1220.00 FEET. FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 650.00 ELEVATION DATA: UPSTREAM(FEET) = 296.20 DOWNSTREAM(FEET) 291.80 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)] -*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.093 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.814 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.79 0.98 0.500 32 14.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 Aw SUBAREA RUNOFF(CFS) 5.84 TOTAL AREA(ACRES) 2.79 PEAK FLOW RATE(CFS) 5.84 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 287.00 DOWNSTREAM(FEET) 286.80 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.12 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 5.84 AN PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 14.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 680.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.19 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.803 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.57 0.98 0.500 32 09/15/07 Q-28 cm SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) 1.57 SUBAREA RUNOFF(CFS) 3.27 EFFECTIVE AREA(ACRES) 4.36 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) = 9.08 Ift FLOW PROCESS FROM NODE 3.00 TO NODE 23.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.80 DOWNSTREAM(FEET) 286.20 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.32 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 9.08 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 14.54 LONGEST FLOWPATH FROM NODE ' 1.00 TO NODE 23.00 790.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.54 RAINFALL INTENSITY(INCH/HR) = 2.76 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 4.36 TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.08 FLOW PROCESS FROM NODE 9.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH�FEET) 810.00 ELEVATION DATA: UPSTREAM(FEET) 310.00 DOWNSTREAM(FEET) 297.40 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.031 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.950 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.68 0.98 0.500 32 13.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 10.37 TOTAL AREA(ACRES) 4.68 PEAK FLOW RATE(CFS) 10.37 wo FLOW PROCESS FROM NODE 11.00 TO NODE 21.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< rin 09/15/07 -4 Q-29 r1m >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 297.40 DOWNSTREAM ELEVATION(FEET) = 291.70 STREET LENGTH(FEET) 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) 12.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 Am HALFSTREET FLOOD WIDTH(FEET) = 13.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.29 STREET FLOW TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 14.56 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 2.760 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.11 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFF(CFS) 4.31 EFFECTIVE AREA(ACRES) = 6.79 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.779 PEAK FLOW RATE(CFS) = 13.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.55 FLOW VELOCITY(FEET/SEC.) = 3.57 DEPTH-VELOCITY(FT-FT/SEC.) 1.37 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 21.00 = 1130.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 23.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 287.10 DOWNSTREAM(FEET) 286.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.58 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 13.86 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 14.75 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 23.00 1215.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 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.) = 14.75 Cm 09/15/07 Q-30 =I E:J 1= RAINFALL INTENSITY(INCH/HR) 2.74 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 6.79 TOTAL STREAM AREA(ACRES) = 6.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.88 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.08 14.54 2.763 0.97( 0.49) 0.50 4.4 1.00 2 13.88 14.75 2.739 0.97( 0.49) 0.50 6.8 9.00 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 22.91 14.54 2.763 0.97( 0.49) 0.50 11.1 1.00 2 22.87 14.75 2.739 0.98( 0.49) 0.50 11.1 9.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.91 Tc(MIN.) = 14.54 EFFECTIVE AREA(ACRES) 11.05 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.15 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 23.00 = 1215.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 25.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.20 DOWNSTREAM(FEET) 285.40 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.18 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 22.91 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 15.01 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 25.00 1390.00 FEET. FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.01 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.710 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 1.05 0.98 0.500 32 RESIDENTIAL 115-7 DWELLINGS/ACRE" A 0.63 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) 3.36 EFFECTIVE AREA(ACRES) 12.73 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 09/15/07 Q-31 I= _m__ TOTAL AREA(ACRES) 12.83 PEAK FLOW RATE (CFS) 25.47 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15-01 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.710 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.67 0.98 0.500 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.59 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) 2.52 EFFECTIVE AREA(ACRES) 13.99 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) =' 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 14.09 PEAK FLOW RATE(CFS) 27.99 FLOW PROCESS FROM NODE 25.00 TO NODE 33.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 285.40 DOWNSTREAM(FEET) 284.80 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.84 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 27.99 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 15.28 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 33.00 1500.00 FEET. FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 27.99 15.28 2.682 0.97( 0.49) 0.50 14.0 1.00 2 27.89 15.49 2.659 0.97( 0.49) 0.50 14.1 9.00 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 33.00 = 1500.00 FEET. MEMORY BANK # 1 CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.05 14.84 2.728 0.98( 0.49) 0.50 7.9 27.00 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 33.00 = 1220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 43.82 14.84 2.728 0.97( 0.49) 0.50 21.5 27.00 2 43.70 15.28 2.682 0.97( 0.49) 0.50 21.9 1.00 3 43.45 15.49 2.659 0.97( 0.49) 0.50 22.0 9.00 TOTAL AREA(ACRES) = 21.99 09/15/07 Q-32 =m COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.82 Tc(MIN.) = 14.844 EFFECTIVE AREA(ACRES) 21.50 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.99 AN LONGEST FLOWPATH FROM NODE 9.00 TO NODE 33.00 = 1500.00 FEET. FLOW PROCESS FROM NODE 33.00 TO NODE 41.00 IS CODE 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 284.80 DOWNSTREAM(FEET) 283.90 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 24.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.71 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 43.82 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 15.22 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 41.00 1675.00 FEET. FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.22 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.687 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "S-7 DWELLINGS/ACRE" A 0.39 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATEr Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) 0.77 EFFECTIVE AREA(ACRES) 21.89 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.38 PEAK FLOW RATE(CFS) 43.82 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.22 AA * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.687 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) 1.78 EFFECTIVE AREA(ACRES) 22.79 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 23.28 PEAK FLOW RATE(CFS) = 45.11 E17 FLOW PROCESS FROM NODE 41.00 TO NODE 43.00 IS CODE = 41 09/15/07 Q-33 �_l MM rl,q ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 283.90 DOWNSTREAM(FEET) 283.50 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE is 25.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.33 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 45.11 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 15.43 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 43.00 1765.00 FEET. FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.)'= 15.43 RAINFALL INTENSITY(INCH/HR) 2.67 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 22.79 TOTAL STREAM AREA(ACRES) = 23.28 PEAK FLOW RATE(CFS) AT CONFLUENCE 45.11 FLOW PROCESS FROM NODE 101.00 TO NODE 103.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 575.00 ELEVATION DATA: UPSTREAM(FEET) = 313.60 DOWNSTREAM(FEET) 303.40 Tc = K*((LENGTH** 3.00MELEVATION CHANGE)]* -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.067 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.254 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.98 0.500 32 11.07 SUBAREA AVERAGE PERVIOUS LOSS RATEr Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 1.74 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) 1.74 FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEZT) = 303.20 DOWNSTREAM ELEVATION(FEZT) = 290.60 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 09/15/07 Q-34 &_j L= 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) 2.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.22 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.95 STREET FLOW TRAVEL TIME(MIN.) = 3.85 Tc(MIN.) = 14.92 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 2.720 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) 1.61 EFFECTIVE AREA(ACRES) 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 3.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) 9.00 FLOW VELOCITY(FEET/SEC.) = 3.02 DEPTH*VELOCITY(FT*FT/SEC.) 1.02 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1255.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 290.60 DOWNSTREAM ELEVATION(FEET) = 288.30 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 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) 3.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.97 STREET FLOW TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 16.05 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 2.603 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN Aw RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 Em 09/15/07 Q-35 �A M= SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) 0.57 4w EFFECTIVE AREA(ACRES) 1.80 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) 3.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.40 FLOW VELOCITY(FEET/SEC.) = 2.70 DEPTH*VELOCITY(FT*FT/SEC.) 0.99 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 1435.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 49.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 88.30 DOWNSTREAM(FEET) 83.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.75 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 3.43 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 16.12 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 49.00 1485.00 FEET. FLOW PROCESS FROM NODE 43.00 TO NODE 49.00 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.) = 16.12 RAINFALL INTENSITY(INCH/HR) = 2.60 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.43 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 45.11 15.43 2.666 0.98( 0.49) 0.50 22.8 27.00 1 44.96 15.86 2.622 0.98( 0.49) 0.50 23.2 1.00 1 44.70 16.07 2.601 0.98( 0.49) 0.50 23.3 9.00 2 3.43 16.12 2.596 0.98( 0.49) 0.50 1.8 101.00 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 48.50 15.43 2.666 0.98( 0.49) 0.50 24.5 27.00 2 48.37 15.86 2.622 0.98( 0.49) 0.50 25.0 1.00 3 48.12 16.07 2.601 0.98( 0.49) 0.50 25.1 9.00 4 48.03 16.12 2.596 0.98( 0.49) 0.50 25.1 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 48.50 Tc(MIN.) = 15.43 09/15/07 Q-36 I -40 09/15/07 Q-37 EFFECTIVE AREA(ACRES) = 24.51 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 25.08 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 49.00 = 1765.00 FEET. FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.43 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.666 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 "OPEN BRUSH" A 1.15 0.86 1.000 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) 1.87 EFFECTIVE AREA(ACRES) 25.66 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) 0.97 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) 26.23 PEAK FLOW RATE(CFS) 49.92 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 26.23 TC(MIN.) 15.43 EFFECTIVE AREA(ACRES) 25.66 AREA -AVERAGED Fm(INCH/HR)= 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.522 PEAK FLOW RATE(CFS) 49.92 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 49.92 15.43 2.666 0.97( 0.50) 0.52 25.7 27.00 2 49.76 15.86 2.622 0.97( 0.50) 0.52 26.1 1.00 3 49.49 16.07 2.601 0.97( 0.50) 0.52 26.2 9.00 4 49.40 16.12 2.596 0.97( 0.50) 0.52 26.2 101.00 END OF RATIONAL METHOD ANALYSIS -40 09/15/07 Q-37 wo r'711 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2005 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2005 License ID 1584 Analysis prepared by: Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 askeers@encompasscivil.com DESCRIPTION OF STUDY • TRACT 17377 * Q100 -YEAR HYDROLOGY STUDY 377DOO.DAT • DEVELOPED CONDITION tn 763-1911 FILE NAME: 377DOO.DAT TIME/DATE OF STUDY: 12:20 09/14/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100-00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18-00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.4800 *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 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 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 27.00 TO NODE 29.00 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) = 307.40 DOWNSTREAM(FEET) 300.10 09/15/07 Q-38 FZ3 Em Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)] -*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.017 4W 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.864 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.74 0.98 0.500 32 12.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.96 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 11.43 TOTAL AREA(ACRES) 3.74 PEAK FLOW RATE(CFS) 11.43 FLOW PROCESS FROM NODE 29.00 TO NODE 31.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 300.10 DOWNSTREAM ELEVATION(FEET) = 291.00 STREET LENGTH(FEET) 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) 17.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.49 STREET FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 14.54 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.464 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.16 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 4.16 SUBAREA RUNOFF(CFS) 11.14 EFFECTIVE AREA(ACRES) = 7.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 21.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 16-29 FLOW VELOCITY(FEET/SEC.) = 3.83 DEPTH*VELOCITY(FT*FT/SEC.) 1.68 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 31.00 = 1140.00 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.20 DOWNSTREAM(FEET) 284.80 09/15/07 Q-39 ��j m FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 11.97 PIPE FLOW VELOCITY = (TOTAL FLOWMPIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 21.16 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 14.66 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 33.00 1220.00 FEET. do FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------- INITIAL SUBAREA FLOW-LENGTH(FEET) 650.00 ELEVATION DATA: UPSTREAM(FEET) = 296.20 DOWNSTREAM(FEET) 291.80 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)] -*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.093 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.530 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.79 0.98 0.500 32 14.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 7.64 TOTAL AREA(ACRES) 2.79 PEAK FLOW RATE(CFS) 7.64 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 287.00 DOWNSTREAM(FEET) 286.80 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.49 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 7.64 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 14.18 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 680.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 �M ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.18 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.516 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.57 0.98 0.500 32 09/15/07 Q40 K7� SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.57 SUBAREA RUNOFF(CFS) 4.28 EFFECTIVE AREA(ACRES) = 4.36 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 4.36 PEAK FLOW RATE(CFS) 11.88 FLOW PROCESS FROM NODE 3.00 TO NODE 23.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.80 DOWNSTREAM(FEET) 286.20 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.66 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 11.88 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 14.51 LONGEST FLOWPATH FROM NODE ' 1.00 TO NODE 23.00 790.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE -------------------- ------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ----------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.51 RAINFALL INTENSITY(INCH/HR) = 3.47 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 4.36 TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.88 FLOW PROCESS FROM NODE 9.00 TO NODE 11.00 IS CODE = 21 ----------------------------------------------------- ---------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 810.00 ELEVATION DATA: UPSTREAM(FEET) 310.00 DOWNSTREAM(FEET) 297.40 TC = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN-) = 13.031 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.700 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.68 0.98 0.500 32 13.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 13.53 TOTAL AREA(ACRES) 4.68 PEAK FLOW RATE(CFS) 13.53 FLOW PROCESS FROM NODE 11.00 TO NODE 21.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 09/15/07 Q-41 rl- 9_1 >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 297.40 DOWNSTREAM ELEVATION(FEET) = 291.70 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) 16.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.49 STREET FLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 14.47 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.474 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.11 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFF(CFS) 5.67 EFFECTIVE AREA(ACRFS) = 6.79 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 6.79 PEAK FLOW RATE(CFS) 18.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 15.12 FLOW VELOCITY(FEET/SEC.) = 3.82 DEPTH*VELOCITY(FT*FT/SEC.) 1.58 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 21.00 = 1130.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 23.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 287.10 DOWNSTREAM(FEET) 286.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.03 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 18.25 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 14.65 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 23.00 1215.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 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.) = 14.65 09/15/07 Q42 L -i RAINFALL INTENSITY(INCH/HR) 3.45 AREA -AVERAGED Fm(INCH/HR) = 0.49 40 ARFA-AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 - EFFECTIVE STREAM AREA(ACRES) 6.79 TOTAL STREAM AREA(ACRES) = 6.79 �lw PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.25 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.88 14.51 3.469 0.97( 0.49) 0.50 4.4 1.00 2 18.25 14.65 3.449 0.97( 0.49) 0.50 6.8 9.00 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 30.09 14.51 3.469 0.97( 0.49) 0.50 11.1 1.00 2 30.06 14.65 3.449 0.98( 0.49) 0.50 11.1 9.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.09 Tc(MIN.) = 14.51 EFFECTIVE AREA(ACRES) 11.09 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.15 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 23.00 = 1215.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 25.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 286.20 DOWNSTREAM(FEET) 285.40 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) 6.13 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 30.09 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 14.98 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 25.00 1390.00 FEET. m 09/15/07 Q43 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.402 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap Scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.05 0.98 0.500 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.63 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) 4.41 EFFECTIVE AREA(ACRES) = 12.77 AREA -AVERAGED Fm(INCH/HR) = 0.49 m 09/15/07 Q43 mm AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.83 PEAK FLOW RATE(CFS) = 33.49 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14-98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.402 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.67 0.98 0.500 32 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.59 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) 3.31 EFFECTIVE AREA(ACRES) 14.03 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 14.09 PEAK FLOW RATE(CFS) 36.80 FLOW PROCESS FROM NODE 25.00 TO NODE 33.00 IS CODE = 41 -------------------- ------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 4w ELEVATION DATA: UPSTREAM(FEET) 285.40 DOWNSTREAM(FEET) 284.80 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) 7.50 PIPE FLOW VELOCITY = (TOTAL FLOWMPIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 36.80 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 15.23 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 33.00 1500.00 FEET. FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 36.80 15.23 3.369 0.97( 0.49) 0.50 14.0 1.00 2 36.73 15.37 3.351 0.97 ( 0.49) 0.50 14.1 9.00 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 33.00 = 1500.00 FEET. MEMORY BANK # 1 CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCa/HR) (INCH/HR) (ACRES) NODE 1 21.16 14.66 3.448 0.98( 0.49) 0.50 7.9 27.00 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 33.00 = 1220.00 FEET. ** PEAK FLOW RATE TABLE ** e HEADWATER STREAM Q Tc Intensity Fp(Fm) Ap A NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 57.54 14.66 3.448 0.97 ( 0.49) 0.50 21.4 27.00 2 57.40 15.23 3.369 0.9-7( 0.49) 0.50 21.9 1.00 =i --W 09/15/07 Q-44 9z] W, EM 3 57.20 15.37 3.351 0.97( 0.49) 0.50 22.0 9.00 TOTAL AREA(ACRES) 21.99 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 57.54 Tc(MIN.) = 14.655 EFFECTIVE AREA(ACRES) 21.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.99 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 33.00 1500.00 FEET. FLOW PROCESS FROM NODE 33.00 TO NODE 41.00 IS CODE = 41 --------- ------------------------------------------------------------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 284.80 DOWNSTREAM(FEET) 283.90 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 28.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.15 GIVEN PIPE DIAMETER(INCH) =' 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 57.54 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 15.01 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 41.00 1675.00 FEET. FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.01 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.398 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.39 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) 1.02 EFFECTIVE AREA(ACRES) 21.79 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.96 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 22.38 PEAK FLOW RATE(CFS) 57.54 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.01 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.398 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) 2.36 EFFECTIVE AREA(ACRES) 22.69 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 23.28 PEAK FLOW RATE(CFS) 59.44 09/15/07 Q45 am FLOW PROCESS FROM NODE 41.00 TO NODE 43.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 283.90 DOWNSTREAM(FEET) 283.50 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.70 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 59.44 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 15.21 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 43.00 1765.00 FEET. FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.21 RAINFALL INTENSITY(INCH/HR) = 3.37 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 22.69 TOTAL STREAM AREA(ACRES) = 23.28 PEAK FLOW RATE(CFS) AT CONFLUENCE 59.44 FLOW PROCESS FROM NODE 101.00 TO NODE 103.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 575.00 ELEVATION DATA: UPSTREAM(FEET) = 313.60 DOWNSTREAM(FEET) 303.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.024 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.090 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.98 0.500 32 11.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 2.27 TOTAL AREA(ACRES) 0.70 PEAK FLOW RATE(CFS) 2.27 FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 303.20 DOWNSTREAM ELEVATION(FEET) = 290.60 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 09/15/07 Q46 1= Em 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) 3.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.42 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.07 STREET FLOW TRAVEL TIME(MIN.) = 3.66 Tc(MIN.) = 14.68 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.444 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" 0.80 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) 2.13 EFFECTIVE AREA(ACRES) 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 3.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.26 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY(FT*FT/SEC.) 1.17 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1255.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPOTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 290.60 DOWNSTREAM ELEVATION(FEET) 288.30 STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) 4.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.18 STREET FLOW TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 15.39 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.348 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 09/15/07 Q47 W60 m "5-7 DWELLINGS/ACRE" A 0.20 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) 0.51 EFFECTIVE AREA(ACRES) 1.70 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) 4.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 10.89 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY(FT*FT/SEC.) 1.20 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 1390.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 49.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 88.30 DOWNSTREAM(FEET) 83.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.63 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 4.38 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 15.46 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 49.00 1440.00 FEET. FLOW PROCESS FROM NODE 43.00 TO NODE 49.00 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.) = 15.46 RAINFALL INTENSITY(INCH/HR) = 3.34 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 1.70 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE 4.38 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Frn) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 59.44 15.21 3.372 0.98( 0.49) 0.50 22.7 27.00 1 59.24 15.78 3.298 0.98( 0.49) 0.50 23.2 1.00 1 59.04 15.92 3.281 0.98( 0.49) 0.50 23.3 9.00 2 4.38 15.46 3.339 0.97 ( 0.49) 0.50 1.7 101.00 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 63.79 15.21 3.372 0.98( 0.49) 0.50 24.4 27.00 2 63.73 15.46 3.339 0.98( 0.49) 0.50 24.6 101.00 3 63.56 15.78 3.298 0.98( 0.49) 0.50 24.9 1.00 4 63.32 15.92 3.281 0.97( 0.49) 0.50 25.0 9.00 p"ll "m 09/15/07 Q-48 LM 09/15/07 Q-49 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 63.79 Tc(MIN.) = 15.21 EFFECTIVE AREA(ACRES) 24.36 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 24.98 LONGEST FLOWPATH FROM NODE 9.00 TO NODE 49.00 = 1765.00 FEET. FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.372 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 "OPEN BRUSH" A 1.15 0.86 1.000 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) 1.15 SUBAREA RUNOFF(CFS) 2.60 EFFECTIVE AREA(ACRES) 25.51 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) 26.13 PEAK FLOW RATE(CFS) 65.85 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 26.13 TC(MIN.) 15.21 EFFECTIVE AREA(ACRES) 25.51 AREA -AVERAGED FM(INCH/HR)= 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.523 PEAK FLOW RATE(CFS) 65.85 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 65.85 15.21 3.372 0.97( 0.50) 0.52 25.5 27.00 2 65.75 15.46 3.339 0.97( 0.50) 0.52 25.8 101.00 3 65.55 15.78 3.298 0.97( 0.50) 0.52 26.1 1.00 4 65.31 15.92 3.281 0.97( 0.50) 0.52 26.1 9.00 END OF RATIONAL METHOD ANALYSIS 09/15/07 Q-49 pa 7 M6 IVA j i li L7 SECTION 0- B 0100 HYDROLOGY CATCH BASIN & LATERALS I ............................................................................ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY -CRITERION) (c) Copyright 1983-2005 Advanced Engineering Software (aes) Ver. 11.0 Release Date: 06/01/2005 License ID 1584 Analysis prepared by: Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 askeers@encompasscivil.com DESCRIPTION OF STUDY TRACT 17377 HYDROLOGY STUDY FOR CATCH BASIN 377CB.DAT Q100 DEVELOPED CONDITION TN 763-1911 FILE NAME: 377CB.DAT TIME/DATE OF STUDY: 12:36 09/14/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENTIYEARI � 100,00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.4800 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD - *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 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 21.00 TO NODE 23.00 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) = 307.40 DOWNSTREAM(FEET) 299.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.921 09/15/07 Q-2 r_17� * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.903 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.95 0.80 0.500 52 11.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 6.15 TOTAL AREA(ACRES) = 1.95 PEAK FLOW RATE(CFS) 6.15 FLOW PROCESS FROM NODE 23.00 TO NODE 25.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 299.80 DOWNSTREAM ELEVATION(FEET) = 290.30 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) 9.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.61 STREET FLOW TRAVEL TIME(MIN.) = 2.41 Tc(MIN.) = 14.33 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.494 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.56 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 2.56 SUBAREA RUNOFF(CFS) 7.13 EFFECTIVE AREA(ACRES) 4.51 AREA -AVERAGED Fm(INCH/HR) 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 4.51 PEAK FLOW RATE(CFS) 12.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 17.30 FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY(FT*FT/SEC.) 1.85 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 25.00 = 1140.00 FEET. FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 565.00 ELEVATION DATA: UPSTREAM(FEET) 307.40 DOWNSTREAM(FEET) 299.60 m 09/15/07 0 Q-3 In pm Tc. = K*C(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.555 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.976 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.76 0.80 0.500 52 11.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 va SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 5.67 TOTAL AREA(ACRES) 1.76 PEAK FLOW RATE(CFS) 5.67 am FLOW PROCESS FROM NODE 33.00 TO NODE 35.00 IS CODE = 62 ---------------------------------------------------------------------------- ow >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< at >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 299.60 DOWNSTREAM ELEVATION(FEET) 290.30 om STREET LENGTH(FEET) = 530'.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 to 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) 7.95 am STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.41 an AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 so PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.45 STREET FLOW TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 13.98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.547 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 1.61 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATEF Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.61 SUBAREA RUNOFF(CFS) 4.56 EFFECTIVE AREA(ACRES) 3.37 AREA -AVERAGED Fm(INCH/HR) 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 3.37 PEAK FLOW RATE(CFS) 9.55 END OF SUBAREA STREET FLOW HYDRAULICS: 14W DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.51 FLOW VELOCITY(FEET/SEC.) = 3.80 DEPTH*VELOCITY(FT*FT/SEC.) 1.60 so LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00 = 1095.00 FEET. FLOW PROCESS FROM NODE 0.90 TO NODE 0.11 IS CODE = 21 ---------------------------------------------------------------------------- on >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< No INITIAL SUBAREA FLOW-LENGTH(FEET) 810.00 bw m 09/15/07 Q-4 VA 11 ELEVATION DATA: UPSTREAM(FEET) = 310.00 DOWNSTREAM(FEET) 297.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.031 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.700 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.68 0.80 0.500 52 13.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 13.91 TOTAL AREA(ACRES) 4.68 PEAK FLOW RATE(CFS) 13.91 FLOW PROCESS FROM NODE 0.11 TO NODE 43.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 297.40 DOWNSTREAM ELEVATION(FEET) 291.70 STREET LENGTH(FEET) 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0*020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) 16.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.77 PRODUCT OF DEPTH6VELOCITY(FT*FT/SEC*l 1*52 STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 14.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.484 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.10 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) � 1,10 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) 5.83 EFFECTIVE AREA(ACRES) 6.78 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0*10 AREA -AVERAGED Ap = 0*51 TOTAL AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) 18.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0,42 HALFSTREET FLOOD WIDTH(FEET) � 15,27 FLOW VELOCITY(FEET/SEC.) = 3.86 DEPTH*VELOCITY(FT*FT/SEC.) 1.61 LONGEST FLOWPATH FROM NODE 0.90 TO NODE 43.00 = 1120.00 FEET. FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SOBAREA<< 09/15/07 Q-5 INITIAL SUBAREA FLOW-LENGTH(FEET) 650.00 ELEVATION DATA: UPSTREAM(FEET) 296.20 DOWNSTREAM(FEET) 291.30 Tc = K*((LENGTH** 3-00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.793 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.576 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.80 0.80 0.500 52 13.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 8.01 TOTAL AREA(ACRES) 2.80 PEAK FLOW RATE(CFS) 8.01 FLOW PROCESS FROM NODE 2.50 TO NODE 3.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 375.00 ELEVATION DATA: UPSTREAM(FEET) = 293.90 DOWNSTREAM(FEET) 290.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.379 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.241 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.67 0.80 0.500 52 10.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 2.32 TOTAL AREA(ACRES) 0.67 PEAK FLOW RATE(CFS) 2.32 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 10.38 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.241 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.59 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) 2.04 EFFECTIVE AREA(ACRES) 1.26 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.26 PEAK FLOW RATE(CFS) = 4.36 FLOW PROCESS FROM NODE 11.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< E: 09/15/07 0 m on NK ow INITIAL SUBAREA FLOW-LENGTH(FEET) 510.00 ELEVATION DATA: UPSTREAM(FEET) 295.20 DOWNSTREAM(FEET) 291.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 pw SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.482 ho * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.797 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc om LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) ow RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.85 0.80 0.500 52 12.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 5.66 TOTAL AREA(ACRES) 1.85 PEAK FLOW RATE(CFS) 5.66 ow ow FLOW PROCESS FROM NODE 131.00 TO NODE 133.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< pw >>USE TIME-OF-CONCENTRATION'NOMOGPAPH FOR INITIAL SUBAREA<< am INITIAL SUBAREA FLOW-LENGTH(FEET) 390.00 ELEVATION DATA: UPSTREAM(FEET) 293.20 DOWNSTREAM(FEET) 290.50 vo Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.437 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.001 0. SUBAREA Tc AND LOSS RATE DATA(AMC III): ko DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL vw "5-7 DWELLINGS/ACRE" A 1.05 0.80 0.500 52 11.44 OK SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 3.40 TOTAL AREA(ACRES) 1.05 PEAK FLOW RATE(CFS) 3.40 FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE = 81 vw---------------------------------------------------------------------------- ow >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 11.44 so * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.001 go SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.63 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) 2.04 00 EFFECTIVE AREA(ACRES) 1.68 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 06 TOTAL AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) = 5.45 FLOW PROCESS FROM NODE 63.00 TO NODE 65.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 300.00 _p 09/15/07 Q-7 im ELEVATION DATA: UPSTREAM(FEET) = 292.40 DOWNSTREAM(FEET) 289.80 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.845 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.377 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.'500 52 9.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap � 0_100 SUBAREA RUNOFF(CFS) 3.22 TOTAL AREA(ACRES) 0.90 PEAK FLOW RATE(CFS) 3.22 FLOW PROCESS FROM NODE 101.00 TO NODE 103.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>GSE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 575.00 ELEVATION DATA: UPSTREAM(FEET) = 313.60 DOWNSTREAM(FEET) 303.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.024 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.090 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "1-7 DWELLINGS/ACRE" A 0.70 0.80 0.500 52 11.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) 2.33 TOTAL AREA(ACRES) 0*70 PEAK FLOW RATE(CFS) 2.33 FLOW PROCESS FROM NODE 103.00 TO NODE 105-00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 303.20 DOWNSTREAM ELEVATION(FEET) 290.60 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 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) 3.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.56 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 14.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.445 1 09/15/07 Q-8 rm SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) 2.19 EFFECTIVE AREA(ACRES) 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGFD Ap = 0.50 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.40 FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH*VELOCITY(FT*FT/SEC.) 1.19 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1255.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 290.60 DOWNSTREAM ELEVATION(FEET) = 288.30 STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 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) 4.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 10.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.20 STREET FLOW TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 15.38 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.349 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.20 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) 0.53 EFFECTIVE AREA(ACRES) = 1.70 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 4.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY(FT*FT/SEC.) 1.22 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 1390.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 1.70 TC(MIN.) 15.38 EFFECTIVE AREA(ACRES) 1.70 AREA -AVERAGED Fm(INCH/HR)= 0.40 r-1 "a 09/15/07 i Q-9 0 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.500 PEAK FLOW RATE(CFS) 4.52 END OF RATIONAL METHOD ANALYSIS 4m I ma 09/15/07 Q-10 I I- 0 N N I I m I I 7 SECTION D STREET FLOW & CATCH BASIN SIZING rl= m t Project: Grand Pacific (Tract 17377) Catch Basin IntercetAlion Surnmary Street CB CB No. Lat. Q(;b QIntercep Qflowby To CB No. Water Depth Width Remark (cfs) WS) WS) I. � hn- —eA C—B-1 Lat. Al 1.5 1.5 0 21' Sump tb--2 Lat. A2 3.2 3.2 0 21' Sump C13-7 Lat. A5 5.7 3.7 2 C13-9 0.42 7' Flow -by C13-8 8 4.5 3.5 C13-1 0 0.48 7' Flow -by C13-9 Lat. A3 5.5 7.4 0 7' Sump C13-1 0 Lat. A4 4.4 w if -t 0 10, Sump -Cine —B C13-3 Lat. 131 9.6 7.3 2.3 C13-1 0 0.44 14' Flow -by C13-4 12.6 12.5 0.1 CB -10 0.46 28' Flow -by Line C C13-5 Lat. C1 -W7 7,o .1� Z-�' C13-1 0 -- 0.42 14' Flow -by C13-6 9.4 7-13 7.0 r C13-1 0 0.44 14' Flow -by ,Line E ICB-11 1 4.5 4.5 0 1 0.4 21' Flow -by 60. COS 49 O -SO, 7 C 1AV TO 21 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:46 06/09/2006 Problem Descriptions: TRACT 17377 CATCH BASIN SIZING CALCULATIONS CB #1 SUM CONDITION >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 1.50 BASIN OPENING(FEET) 0.83 DEPTH OF WATER(FEET) 0.83 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 0.64 06/09/06 D-2 I 0 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:45 06/09/2006 Problem Descriptions: TRACT 17377 CATCH BASIN SIZING CALCULATIONS CB #2 SUM CONDITION >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 3.20 BASIN OPENING(FEET) 0.83 DEPTH OF WATER(FEET) 0.83 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 1.37 06/09/06 D-3 L::3 rJ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ow 'M ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:14 10/16/2006 Problem Descriptions: TRACT 17377 STREET FLOW DEPTH CALCULATIONS CB #3 STREET @ 1.74% GRADE (ARC)SIA 0,qj;19) >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.017000 CONSTANT STREET FLOW(CFS) = 9.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.73 PRODUCT OF DEPTH&VELOCITY 1.64 ow 'M 0 I Problem Descriptions: TRACT 17377 STREET FLOW DEPTH CALCULATIONS CB #3 STREET @ 1.74% GRADE �AkOSIA ORME) >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) 9.60 GUTTER FLOWDEPTH(FEET) = 0.44 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.27 1.47 2.50 1.62 3.00 1.92 3.50 2.22 4.00 2.52 4.50 2.81 5.00 3.11 5.50 3.40 6.00 3.69 6.50 3.98 7.00 4.26 7.50 4.51 8.00 4.77 8.50 5.00 9.00 5.23 9.50 5.45 10.00 5.68 10.50 5.90 11.00 6.12 11.50 6.33 12.00 6.54 12.50 6.74 13.00 6.94 13.50 7.13 14.00 7.30 14.50 7.47 15.00 7.63 ow 15.50 7.79 16.00 7.94 16.50 8.09 17.00 8.23 17.50 8.37 18.00 8.50 18.50 8.63 19.00 8.76 19.50 8.88 20.00 9.01 20.50 9.12 21.00 9.24 I I 1� 21.50 9.35 22.00 9.46 22.50 9.56 22.68 9.60 1� I Om- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 40 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 -M ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:33 06/09/2006 Problem Descriptions: TRACT 17377 STREET FLOW DEPTH CALCULATIONS CB #4 STREET @ 1.74% GRADE (Aqo-r1A OqjYE >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.017400 CONSTANT STREET FLOW(CFS) = 12.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: AM STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 17.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.02 PRODUCT OF DEPTH&VELOCITY 1.85 0 0 I N 06/09/06 D-7 I ��l N I I I I I I I I I I I N HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:35 06/09/2006 Problem Descriptions: TRACT 17377 STREET FLOW DEPTH CALCULATIONS CB #4 "D" STREET @ 1.74% GRADE >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 12.60 GUTTER FLOWDEPTH(FEET) = 0.46 BASIN LOCAL DEPRESSION(FEET) = 0.33 ------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.84 1.96 3.00 2.06 3.50 2.38 4.00 2.70 4.50 3.02 5.00 3.33 5.50 3.64 6.00 3.95 6.50 4.26 7.00 4.57 7.50 4.88 8.00 5.19 8.50 5.49 9.00 5.76 9.50 6.02 10.00 6.28 10.50 6.53 11.00 6.77 11.50 7.01 12.00 7.25 12.50 7.48 13.00 7.71 13.50 7.95 14.00 8.18 14.50 8.40 15.00 8.62 15.50 8.83 06/09/06 D-8 I I law 06/09/06 D-9 16.00 9.04 16.50 9.24 17.00 9.44 17.50 9.62 18.00 9.79 18.50 9. 97 19.00 10.13 19.50 10.29 20.00 10.45 20.50 10.61 21.00 10.76 21.50 10.90 22.00 11.05 22.50 11.19 23.00 11.32 23.50 11.45 24.00 11.58 24.50 11.71 25.00 11.83 25.50 11.95 26.00 12.07 26.50 12.19 27.00 12.30 27.50 12.41 28.00 12.51 28.41 12.60 I I law 06/09/06 D-9 I 4A HYDRAULIC ELEMENTS I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 AM Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 12:42 09/14/2007 Problem Descriptions: 17377 CB SIZING STREET FLOW AT CBs 5 & 6 >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.016300 CONSTANT STREET FLOW(CFS) = 18.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.67 PRODUCT OF DEPTH&VELOCITY 1.56 I I I N I I 09/15/07 D-10 N N HYDRAULIC ELEMENTS I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 4W Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 I Problem Descriptions: 17377 CB SIZING CBs 5 & 6 (W=141) >>>>FLOWBY CATCH BASIN INLET tAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- 09/15/07 D-11 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) 9.40 GUTTER FLOWDEPTH(FEET) = 0.42 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.33 1.43 2.50 1.52 3.00 1.81 3.50 2.09 4.00 2.38 4.50 2.66 5.00 2.94 5.50 3.21 6.00 3.49 6.50 3.76 7.00 4.04 7.50 4.28 8.00 4.53 8.50 4.75 9.00 4.97 9.50 5.19 10.00 5.40 10.50 5.61 11.00 5.82 11.50 6.03 12.00 6.23 12.50 6.43 13.00 6.62 13.50 6.80 14.00 6.99 14.50 7.15 15.00 7.30 15.50 7.46 09/15/07 D-11 I 09/15/07 D-12 16.00 7.60 16.50 7.75 17.00 7.89 17.50 8.03 18.00 8.16 18.50 8.29 19.00 8.42 19.50 8.54 20.00 8.66 20.50 8.78 21.00 8.90 21.50 9.01 22.00 9.12 22.50 9.23 23.00 9.33 23.33 9.40 I 09/15/07 D-12 N N N 0 N HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 08:39 06/09/2006 Problem Descriptions: TRACT 17377 STREET FLOW DEPTH CALCULATIONS CB #7 "A" STREET @ 0. 6% GRADE cmoA1rdAjE7- sreerffr >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.006000 CONSTANT STREET FLOW(CFS) = 5.70 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.23 PRODUCT OF DEPTH&VELOCITY 0.95 09/15/07 D-13 I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 917L -ft ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 08:42 06/09/2006 Problem Descriptions: TRACT 17377 CATCH BASIN SIZING CALCULATIONS CB #7 "A" STREET @ 0.6% GRADE (mov7AP--z srqrer) >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< -------- ------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.70 GUTTER FLOWDEPTH(FEET) = 0.42 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: 4W BASIN WIDTH FLOW INTERCEPTION 1.41 0.86 1.50 0.91 2.00 1.20 2.50 1.48 3.00 1.76 3.50 2.04 4.00 2.31 4.50 2.57 5.00 2.82 5.50 3.03 6.00 3.25 6.50 3.46 7.00 3.67 7.50 3.87 8.00 4.06 8.50 4.24 9.00 4.40 9.50 4.55 10.00 4.70 10.50 4.84 11.00 4. 97 11.50 5.10 12.00 5.22 12.50 5.34 13.00 5.45 13.50 5.56 14.00 5.67 14.14 5.70 09/15/07 D-14 N �w I N- I I I I I I I N HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 917L ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 08:32 06/09/2006 Problem Descriptions: TRACT 17377 STREET FLOW DEPTH CALCULATIONS CE #8 "A" STREET @ 0.5% GRADE �MOAIrAAI&Z S7R5Er) >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 8.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY 1.09 09/15/07 D-15 I I I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 917L ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 08:36 06/09/2006 Problem Descriptions: TRACT 17377 CATCH BASIN CALCULATIONS CB #8 WITH = 141 >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 8.00 GUTTER FLOWDEPTH(FEET) = 0.48 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.72 1.25 2.00 1.44 2.50 1.78 3.00 2.11 3.50 2.44 4.00 2.76 4.50 3.09 5.00 3.41 5.50 3.70 6.00 3.97 6.50 4.23 7.00 4.48 09/15/07 7.50 4.73 8.00 4.98 8.50 5.22 9.00 5.45 9.50 5.67 10.00 5.89 10.50 6.09 11.00 6.27 11.50 6.45 12.00 6.62 12.50 6.78 13.00 6.93 13.50 7.08 14.00 7.22 14.50 7.36 D-16 0 I I 15.00 7.48 15.50 7.61 16.00 7.73 16.50 7.84 17.00 7.95 17.25 8.00 09/15/07 D-17 I I I I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:07 06/09/2006 Problem Descriptions: TRACT 17377 CATCH BASIN SIZING CALCULATIONS CB #9 SUM CONDITION >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 7.40 BASIN OPENING(FEET) 0.83 DEPTH OF WATER(FEET) 0.83 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 3.17 09/15/07 D-18 I I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:02 06/09/2006 Problem Descriptions: TRACT 17377 CATCH BASIN SIZING CALCULATIONS CB #10 SUM CONDITION >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 15.10 BASIN OPENING(FEET) 0.83 DEPTH OF WATER(FEET) 0.62 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 10.02 09/15/07 D- 19 I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 I I ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:25 10/13/2006 Problem Descriptions: TRACT 17377 CATCH BASIN SIZING CALCULATIONS CB #11 FLOW -BY CONDITION >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.017000 CONSTANT STREET FLOW(CFS) = 4.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITY 1.23 I ,MR AN "M I Problem Descriptions: TRACT 17377 CATCH BASIN SIZING CALCULATIONS CB #11 FLOW -BY CONDITION >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.50 GUTTER FLOWDEPTH(FEET) = 0.40 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.18 0.67 1.50 0.85 2.00 1.12 2.50 1.38 3.00 1.64 3.50 1.90 4.00 2.14 4.50 2.35 5.00 2.55 5.50 2.75 6.00 2.94 6.50 3.13 7.00 3.31 7.50 3.46 8.00 3.60 8.50 3.74 9.00 3.87 9.50 4.00 10.00 4.12 10.50 4.23 11.00 4.34 11.50 4.45 11.76 4.50 cat I SECTION H STORM DRAIN HYDRAULICS -1 i t j t j i j i FILE: A.WSW W S P G W EDIT LISTING - Version 14.06 Date: 9-18-2007 Time:12:33: 2 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.500 CD 2 4 1 3.000 CD 3 4 1 2.000 CD 4 4 1 1.500 CD 5 2 0 .000 4.500 10.000 .00 CD 6 4 1 2.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I IS - TRACT 17377 HEADING LINE No 2 IS - Q100 -YEAR HYDRAULIC CALCULATION HEADING LINE No 3 IS - LINE 'A' W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 989.690 83.500 1 87.190 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1053.590 83.820 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1076.890 83.940 1 .013 22.500 -59.333 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1077.220 83.941 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1082.710 83.970 1 4 4 .013 1.400 .600 84.730 84.750 -68.800 55.300 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1137.920 84.240 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1251.150 84.810 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1256.830 84.830 2 3 0 .013 20.600 .000 85.430 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1361.170 85.360 2 .013 .000 .000 .000 0 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1367.310 85.390 6 4 4 .013 4.500 2.200 85.610 85.610 -61.700 45.000 09/18/07 H-2 I t i t I 09/18/07 H-3 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 86.480 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 86.790 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.022 22.500 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 86.960 W S P G W WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 1535.380 86.230 6 .013 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1539.170 86.250 3 3 0 .013 18.200 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 1646.720 86.790 3 .013 ELEMENT NO 14 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1651.510 86.810 3 3 0 .013 4.300 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 1652.740 86.820 3 .013 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N 1670.420 86.900 3 .013 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 1681.600 86.960 3 .013 ELEMENT NO 18 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1681.600 86.960 5 .300 ELEMENT NO 19 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1681.600 86.960 5 09/18/07 H-3 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 86.480 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 86.790 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.022 22.500 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 86.960 09/18/07 H-4 j t I t j i I i t FILE: A.WSW W S P G W CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9 -IB -2007 Time:12:33:10 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATION LINE 'A' Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 989.690 83.500 3.690 87.190 59.40 6.17 .59 87.78 .00 2.41 .00 3.500 .000 .00 1 .0 63.900 .0050 .0035 .22 3.69 .00 2.44 .013 .00 .00 PIPE 1053.590 83.820 3.593 87.413 59.40 6.17 .59 88.00 .00 2.41 .00 3.500 .000 .00 1 .0 23.300 .0052 .0035 .08 .00 .00 2.42 .013 .00 .00 PIPE 1076.890 83.940 3.650 87.590 59.40 6.17 .59 88.18 .00 2.41 .00 3.500 .000 .00 1 .0 .330 .0030 .0035 .00 3.65 .00 3.21 .013 .00 .00 PIPE 1077.220 83.941 3.650 87.591 59.40 6.17 .59 88.18 .00 2.41 .00 3.500 .000 .00 1 .0 JUNCT STR .0053 .0034 .02 3.65 .00 .013 .00 .00 PIPE 1082.710 83.970 3.716 87.686 57.40 5.97 .55 88.24 .00 2.37 .00 3.500 .000 .00 1 .0 55.210 .0049 .0033 .18 3.72 .00 2.40 .013 .00 .00 PIPE 1137.920 84.240 3.626 87.866, 57.40 5.97 .55 88.42 .00 2.37 .00 3.500 .000 .00 1 .0 70.902 .0050 .0032 .23 3.63 .00 2.38 .013 .00 .00 PIPE 1208.823 84.597 3.500 88.097 57.40 5.97 .55 88.65 .00 2.37 .00 3.500 .000 .00 1 .0 42.328 .0050 .0030 .13 3.50 .00 2.38 .013 .00 .00 PIPE 1251.150 84.810 3.407 88.217 57.40 6.01 .56 88.78 .00 2.37 1.13 3.500 .000 .00 1 .0 JUNCT STR .0035 .0030 .02 3.41 .36 .013 .00 .00 PIPE 1256.830 84.830 3.620 88.450 36.80 5.21 .42 88.87 .00 1.97 .00 3.000 .000 .00 1 .0 104.340 .0051 .0030 .32 3.62 .00 1.98 .013 .00 .00 PIPE 09/18/07 H-4 09/18/07 H-5 t i t I FILE: A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9-18-2007 Time:12:33:10 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATION LINE 'A' Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow Top]Height/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1361.170 85.360 3.407 88.767 36.80 5.21 .42 89.19 .00 1.97 .00 3.000 .000 .00 1 .0 JUNCT STR .0049 .0042 .03 3.41 .00 .013 .00 .00 PIPE 1367.310 85.390 3.401 88.791 30.10 6.13 .58 89.38 .00 1.87 .00 2.500 .000 .00 1 .0 168.070 .0050 .0054 .91 3.40 .00 2.15 .013 .00 .00 PIPE 1535.380 86.230 3.467 89.697 30.10 6.13 .58 90.28 .00 1.87 .00 2.500 .000 .00 1 .0 JUNCT STR .0053 .0041 .02 3.47 .00 .013 .00 .00 PIPE 1539.170 86.250 3.963 90.213 11.90 3.79 .22 90.44 .00 1.24 .00 2.000 .000 .00 1 .0 107.550 .0050 .0028 .30 3.96 .00 1.28 .013 .00 .00 PIPE 1646.720 86.790 3.721 90.511 11.90 3.79 .22 90.73 .00 1.24 .00 2.000 .000 .00 1 .0 JUNCT STR .0042 .0019 .01 3.72 .00 .013 .00 .00 PIPE 1651.510 86.810 3.933 90.743 7.60 2.42 .09 90.83 .00 .98 .00 2.000 .000 .00 1 .0 1.230 .0081 .0011 .00 3.93 .00 .85 .013 .00 .00 PIPE 1652.740 86.820 3.924 90.744 7.60 2.42 .09 90.83 .00 .98 .00 2.000 .000 .00 1 .0 17.680 .0045 .0011 .02 .00 .00 1.00 .013 .00 .00 PIPE 1670.420 86.900 3.873 90.773 7.60 2.42 .09 90.86 .00 .98 .00 2.000 .000 .00 1 .0 11.180 .0054 .0011 .01 3.87 .00 .95 .013 .00 .00 PIPE 1681.600 86.960 3.826 90.786 7.60 2.42 .09 90.88 .00 .98 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 09/18/07 H-5 I t i t i i FILE: A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9-18-2007 Time:12:33:10 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATION LINE 'A' I Invert Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL 1prs/pip L/Elem ICh Slope I I I I SF Avel HF ISE Dpth]Froude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1681.600 86.960 3.944 90.904 7.60 .19 .00 90.90 .00 .26 10.00 4.500 10.000 .00 0 .0 09/18/07 H-6 09/18/07 H-7 i t FILE: B.WSW W S P G W EDIT LISTING - Version 14.06 Date: 9-18-2007 Time:12:35: 1 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 1.500 CD 3 2 0 .000 4.500 28.000 .00 W S P G W PAGE NO I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE No 2 IS - Q100 -YEAR HYDRAULIC CALCULATIONS HEADING LINE No 3 IS - LINE 'B' W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1004.890 85.440 1 88.330 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1023.510 85.630 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1041.180 85.810 1 .013 44.996 22.500 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1076.440 86.160 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1081.780 86.220 1 2 0 .013 9.100 .000 87.130 .000 30.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1082.110 86.220 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1101.990 86.420 1 .013 50.624 22.500 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1110.100 86.500 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1110.100 86.500 3 .500 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1110.100 86.500 3 86.500 09/18/07 H-7 j j 1, t FILE: B.WSW W S P G W CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9-18-2007 Time:12:35: 9 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATIONS LINE 'B' Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1004.890 85.440 2.890 88.330 21.20 6.75 .71 89.04 .00 1.65 .00 2.000 .000 .00 1 .0 18.620 .0102 .0088 .16 2.89 .00 1.52 .013 .00 .00 PIPE 1023.510 85.630 2.864 88.494 21.20 6.75 .71 89.20 .00 1.65 .00 2.000 .000 .00 1 .0 17.670 .0102 .0088 .16 .00 .00 1.52 .013 .00 .00 PIPE 1041.180 85.810 2.909 88.719 21.20 6.75 .71 89.43 .00 1.65 .00 2.000 .000 .00 1 .0 35.260 .0099 .0088 .31 2.91 .00 1.54 .013 .00 .00 PIPE 1076.440 86.160 2.869 89.029 21.20 6.75 .71 89.74 .00 1.65 .00 2.000 .000 .00 1 .0 JUNCT STR .0112 .0058 .03 2.87 .00 .013 .00 .00 PIPE 1081.780 86.220 3.392 89.612 12.10 3.85 .23 89.84 .00 1.25 .00 2.000 .000 .00 1 .0 .330 .0000 .0029 .00 3.39 .00 .00 .013 .00 .00 PIPE 1082.110 86.220 3.393 89.613 12.10 3.85 .23 89.84 .00 1.25 .00 2.000 .000 .00 1 .0 19.880 .0101 .0029 .06 .00 .00 1.04 .013 .00 .00 PIPE 1101.990 86.420 3.273 89.693 12.10 3.85 .23 89.92 .00 1.25 .00 2.000 .000 .00 1 .0 8.110 .0099 .0029 .02 3.27 .00 1.05 .013 .00 .00 PIPE 1110.100 86.500 3.217 89.717 12.10 3.85 .23 89.95 .00 1.25 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1110.100 86.500 3.562 90.062 12.10 .12 .00 90.06 .00 .18 28.00 4.500 28.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 09/18/07 H-8 09/15/07 H-9 t j il i�: FILE: C.WSW W S P G W EDIT LISTING - Version 14.06 Date: 9-15-2007 Time: 9:15: 2 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 1.500 CD 3 4 1 4.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I IS - TRACT 17377 HEADING LINE No 2 IS - Q100 -YEAR HYDRAULIC CALCULATIONS HEADING LINE No 3 IS - LINE 'C' W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1003.220 86.500 1 89.960 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1023.510 86.660 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1041.180 86.790 1 .013 44.996 22.500 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1084.040 87.120 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1089.380 87.160 1 2 0 .013 7.000 .000 87.130 .000 30.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1089.710 87.170 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1109.590 87.320 1 .013 50.624 22.500 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1117.700 87.390 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1117.700 87.390 3 .500 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1117.700 87.390 3 87.390 09/15/07 H-9 FILE: C.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9-15-2007 Time: 9:15:10 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATIONS LINE 'C' Invert Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1003.220 86.500 3.460 89.960 14.00 4.46 .31 90.27 .00 1.35 .00 2.000 .000 .00 1 .0 20.290 .0079 .0038 .08 3.46 .00 1.23 .013 .00 .00 PIPE 1023.510 86.660 3.378 90.038 14.00 4.46 .31 90.35 .00 1.35 .00 2.000 .000 .00 1 .0 17.670 .0074 .0038 .07 .00 .00 1.26 .013 .00 .00 PIPE 1041.180 86.790 3.346 90.136 14.00 4.46 .31 90.44 .00 1.35 .00 2.000 .000 .00 1 .0 42.860 .0077 .0038 .16 3.35 .00 1.24 .013 .00 .00 PIPE 1084.040 87.120 3.180 90.300 14.00 4.46 .31 90.61 .00 1.35 .00 2.000 .000 .00 1 .0 JUNCT STR .0075 .0024 .01 3.18 .00 .013 .00 .00 PIPE 1089.380 87.160 3.378 90.538 7.00 2.23 .08 90.62 .00 .94 .00 2.000 .000 .00 1 .0 .330 .0303 .0010 .00 3.38 .00 .57 .013 .00 .00 PIPE 1089.710 87.170 3.369 90.539 7.00 2.23 .08 90.62 .00 .94 .00 2.000 .000 .00 1 .0 19.880 .0075 .0010 .02 .00 .00 .82 .013 .00 .00 PIPE 1109.590 87.320 3.245 90.565 7.00 2.23 .08 90.64 .00 .94 .00 2.000 .000 .00 1 .0 8.110 .0086 .0010 .01 3.25 .00 .79 .013 .00 .00 PIPE 1117.700 87.390 3.183 90.573 7.00 2.23 .08 90.65 .00 .94 .00 2.000 .000 .00 1 C WALL ENTRANCE 1117.700 -I- 87.390 -I- 3.292 -I- 90.682 -I- 7.00 -I- .56 -I- .00 -I- 90.69 -I- .00 -I- .74 -I- 3.99 -I- 4.500 -I- .000 -I- .00 0 C I- 09/15/07 H-10 02/22/07 H-10 t FILE: E.WSW W S P G W EDIT LISTING - Version 14.06 Date: 2-22-2007 Time: 5:35:56 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.500 21.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE NO 2 IS - Q100 -YEAR HYDRAULIC CALCULATION HEADING LINE NO 3 IS - LINE "E" W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 83.000 1 87.500 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1020.680 83.430 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1038.350 83.800 1 .013 44.996 -22.500 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1046.800 83.980 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1046.800 83.980 2 .500 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1046.800 83.980 2 83.980 02/22/07 H-10 t i i j FILE: E.wSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 2-22-2007 Time: 5:36: 4 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATION LINE "E" Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1000.000 83.000 4.500 87.500 4.40 1.40 .03 87.53 .00 .74 .00 2.000 .000 .00 1 .0 20.680 .0208 .0004 .01 4.50 .00 .50 .013 .00 .00 PIPE 1020.680 83.430 4.078 87.508 4.40 1.40 .03 87.54 .00 .74 .00 2.000 .000 .00 1 .0 17.670 .0209 .0004 .01 .00 .00 .50 .013 .00 .00 PIPE 1038.350 83.800 3.718 87.518 4.40 1.40 .03 87.55 .00 .74 .00 2.000 .000 .00 1 .0 8.450 .0213 .0004 .00 3.72 .00 .49 .013 .00 .00 PIPE 1046.800 83.960 3.541 87.521 4.40 1.40 .03 87.55 .00 .74 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1046.800 83.980 3.586 87.566 4.40 .06 .00 87.57 .00 .11 21.00 4.500 21.000 .00 0 .0 02/22/07 H-1 I T2 HYDRAULIC CALCULATION T3 LINE 'D' so 1000.000 81.000 1 R 1184.870 81.920 1 R 1227.900 82.140 1 R 1300.640 82.500 Tl TRACT 1,377 82.500 2 R 0 82.530 2 WE 1306.640 82.530 3 SH 1306.640 T2 HYDRAULIC CALCULATION T3 LINE 'D' so 1000.000 81.000 1 R 1184.870 81.920 1 R 1227.900 82.140 1 R 1300.640 82.500 1 WE 1300.640 82.500 2 R 1306.640 82.530 2 WE 1306.640 82.530 3 SH 1306.640 82.530 3 CD 1 4 1 .000 2.500 CD 2 3 0 .000 3.000 CD 3 2 0 .000 .670 Q 20.500 .0 Illimproms 013 .000 .000 0 013 -45.000 .000 0 013 .000 .000 0 500 013 .000 .000 0 500 82.530 .000 .000 .000 .00 3.660 .000 .000 .00 .500 .000 .000 .00 mmm mm FILE:D.WSW W S P G W - EDIT LISTING - Versi 4.06 Date: 3-29-2007 Time: 1: 6: 2 CARD SECT CHN WATER SURFACE PROFILE - NO OF AVE PIER HEIGHT 1 CHANNEL DEFINITION LISTING PAGE 1 CODE NO TYPE BASE ZL ZR PIER/PIP WIDTH DIAMETER WIDTH INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(g) Y(10) DROP CD 1 4 1 2.500 CD 2 3 0 .000 3.000 3.660 .000 .000 .00 CD 3 2 0 .000 .670 .500 .00 W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING PAGE NO 1 HEADING LINE NO I IS - TRACT 17377 HEADING LINE NO 2 IS - HYDRAULIC CALCULATION HEADING LINE NO 3 IS - LINE ID' W S P G W WATER SURFACE PROFILE ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO I IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 81.000 1 83.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ELEMENT NO 3 IS 1184.870 81.920 1 A REACH .013 .000 .000 .000 0 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ELEMENT NO 4 IS A REACH 1227.900 82.140 1 .013 54.788 -45.000 .000 0 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ELEMENT NO 5 IS 1300.640 82.500 1 A WALL ENTRANCE .013 .000 .000 .000 0 U/S DATA STATION INVERT SECT FP 1300.640 82.500 2 .500 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ELEMENT NO 7 IS 1306.640 82.530 2 A WALL ENTRANCE .013 .000 .000 .000 0 U/S DATA STATION INVERT SECT FP 1306.640 82.530 3 .500 ELEMENT NO 8 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1306.640 82.530 3 82.530 FILE: D.WSW W S P G W CIVILDESIGN Version I PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 3-29-2007 Time: 1: 6:10 TRACT 17377 HYDRAULIC CALCULATION LINE ID' Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem JCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1000.000 81.000 2.000 83.000 20.50 4.87 .37 83.37 .00 1.54 2.00 2.500 .000 .00 1 .0 26.099 .0050 .0028 .07 2.00 .59 1.55 .013 .00 .00 PIPE 1026.099 81.130 1.905 83.035 20.50 5.11 .41 83.44 .00 1.54 2.13 2.500 .000 .00 1 .0 23.663 .0050 .0031 .07 1.91 .66 1.55 .013 .00 .00 PIPE 1049.762 81.248 1.819 83.067 20.50 5.36 .45 83.51 .00 1.54 2.23 2.500 .000 .00 1 .0 21.948 .0050 .0034 .08 1.82 .72 1.55 .013 .00 .00 PIPE 1071.710 81.357 1.741 83.098 20.50 5.62 .49 83.59 .00 1.54 2.30 2.500 .000 .00 1 .0 20.932 .0050 .0038 .08 1.74 .79 1.55 .013 .00 .00 PIPE 1092.642 81.461 1.668 83.129 20.50 5.89 .54 83.67 .00 1.54 2.36 2.500 .000 .00 1 .0 21.350 .0050 .0043 .09 1.67 .85 1.55 .013 .00 .00 PIPE 1113.992 81.567 1.600 83.167 20.50 6.18 .59 83.76 .00 1.54 2.40 2.500 .000 .00 1 .0 18.901 .0050 .0048 .09 1.60 .93 1.55 .013 .00 .00 PIPE 1132.893 81.661 1.554 83.215 20.50 6.39 .63 83.85 .00 1.54 2.43 2.500 .000 .00 1 .0 51.977 .0050 .0049 .26 1.55 .98 1.55 .013 .00 .00 PIPE 1184.870 81.920 1.554 83.474 20.50 6.39 .63 84.11 .03 1.54 2.43 2.500 .000 .00 1 .0 3.797 .0051 .0050 .02 1.58 .98 1.54 .013 .00 .00 PIPE 1188.667 81.939 1.540 83.479 20.50 6.46 .65 84.13 .03 1.54 2.43 2.500 .000 .00 1 .0 39.233 .0051 .0051 .20 1.57 1.00 1.54 .013 .00 .00 PIPE FILE: D.WSW W S P G W CIVILDESIGN Version I PAGE 2 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 3-29-2007 Time: 1: 6:10 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' Invert Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow Top]Height/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL [Prs/Pip L/Elem [Ch Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1227.900 82.140 1.540 83.680 20.50 6.46 .65 84.33 .00 1.54 2.43 2.500 .000 .00 1 .0 6.601 .0049 .0050 .03 1.54 1.00 1.56 .013 .00 .00 PIPE 1234.501 82.173 1.557 83.729 20.50 6.38 .63 84.36 .00 1.54 2.42 2.500 .000 .00 1 .0 66.139 .0049 .0049 .33 1.56 .98 1.56 .013 .00 .00 PIPE 1300.640 82.500 1.557 84.057 20.50 6.38 .63 84.69 .00 1.54 2.42 2.500 .000 .00 1 .0 WALL ENTRANCE 1300.640 82.500 2.347 84.847 20.50 2.39 .09 84.94 .00 .99 3.66 3.000 3.660 .00 0 .0 6.000 .0050 .0004 .00 2.35 .27 .95 .013 .00 .00 BOX 1306.640 82.530 2.317 84.847 20.50 2.42 .09 84.94 .00 .99 3.66 3.000 3.660 .00 0 .0 WALL ENTRANCE 1306.640 82.530 2.318 84.848 20.50 17.69 4.86 89.71 .00 3.74 .50 .670 .500 .00 0 .0 1306.640 -I- 82.530 -I- 3.737 -I- 86.267 -I- 20.50 -I- 10.97 -I- 1.87 -I- 88.14 -I- .00 -I- 3.74 -I- .50 -I- .670 -I- .500 -I- .00 0 .0 I- I I I STORM DRAIN HYDRAULICS LATERALS m FILE: LA1.WSW W S P G W EDIT LISTING - Version 14.06 Date: 9-15-2007 Time: 9:15:18 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.500 21.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE No 2 IS - Q100 -YEAR HYDRAULIC CALCULATION HEADING LINE No 3 IS - LATERAL 'A -I' W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1004.120 84.840 1 87-640 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1017.660 85.280 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1017.660 85.280 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1017.660 85.280 2 85.280 09/15/07 H-14 FILE: LAI.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9-15-2007 Time: 9:15:26 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATION LATERAL 'A -l' Invert I Depth I Water I Q I Vel Vel I Energy I Super [CriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp, I "N" I X-Fallj ZR IType Ch 1004.120 84.840 2.800 87.640 1.40 .45 .00 87.64 .00 .41 .00 2.000 .000 .00 1 .0 13.540 .0325 .0000 .00 2.80 .00 .25 .013 .00 .00 PIPE WALL ENTRANCE I I I I I I I I I I I 1 1 1017.660 85.280 2.365 87.645 1.40 .03 .00 87.65 .00 .05 21.00 4.500 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 09/15/07 H-15 FILE: LA2.WSW W S P G W EDIT LISTING - Version 14.06 Date: 9-15-2007 Time: 9:15:34 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.500 21.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE NO 2 IS - Q100 -YEAR HYDRAULIC CALCULATION HEADING LINE No 3 IS - LATERAL IA -21 W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1003.760 84.780 1 87..640 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1028.660 85.260 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1028.660 85.280 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1028.660 85.280 2 85.280 09/15/07 H- 16 FILE: LA2.WSW W S P G W CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9-15-2007 Time: 9:15:43 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATION LATERAL IA -21 Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1003.760 84.780 2.860 87.640 3.20 1.02 .02 87.66 .00 .62 .00 2.000 .000 .00 1 .0 24.900 .0201 .0002 .00 2.86 .00 .43 .013 .00 .00 PIPE 1028.660 85.280 2.365 87.645 3.20 1.02 .02 87.66 .00 .62 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1028.660 85.280 2.389 87.669 3.20 .06 .00 87.67 .00 .09 21.00 4.500 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 09/15/07 H-17 09/15/07 H-18 lk FILE: LA3.WSW W S P G W EDIT LISTING - Version 14.06 Date: 9-15-2007 Time: 9:15:50 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.500 7.000 .00 W S P G W PAGE NO I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE No 2 IS - Q100 -YEAR HYDRAULIC CALCULATION READING LINE No 3 IS - LATERAL 'A-31 W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1003.730 85.630 1 88.380 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1030.240 85.760 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1030.240 85.760 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1030.240 85.760 2 85.760 09/15/07 H-18 i It i i i i i t i i i t FILE: LA3.WSW W S P G W CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9-15-2007 Time: 9:15:58 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATION LATERAL IA -31 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.] Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1003.730 85.630 3.150 88.780 7.40 2.36 .09 88.87 .00 .97 .00 2.000 .000 .00 1 .0 26.510 .0049 .0011 .03 3.15 .00 .96 .013 .00 .00 PIPE 1030.240 85.760 3.048 88.808 7.40 2.36 .09 88.89 .00 .97 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1030.240 85.760 3.176 88.936 7.40 .33 .00 88.94 .00 .33 7.00 4.500 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 09/15/07 H-19 FILE: LA4.WSW W S P G W - EDIT LISTING - version 14.06 Date: 9-15-2007 TiMe: 9:16: 6 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.240 10.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE No 2 IS - Q100 -YEAR HYDRAULIC CALCULATION HEADING LINE No 3 IS - LATERAL 'A-41 W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1004.990 85.640 1 88.780 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1020.510 85.710 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1020.510 65.710 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1020.510 85.710 2 85.710 09/15/07 H-20 t JI t I t 1 FILE: LA4.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE I Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9-15-2007 Time: 9:16:15 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATION LATERAL 'A-41 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp, I 'IN" I X-Fallj ZR IType Ch 1004.990 85.640 3.140 88.780 15.10 4.81 .36 89.14 .00 1.40 .00 2.000 .000 .00 1 .0 15.520 .0045 .0045 .07 3.14 .00 1.63 .013 .00 .00 PIPE 1020.510 85.710 3.139 88.849 15.10 4.81 .36 89.21 .00 1.40 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1020.510 85.710 3.674 89.384 15.10 .41 .00 89.39 .00 .41 10.00 4.240 10.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 09/15/07 H-21 09/15/07 H-22 j t i t i t I i j i t i FILE: LA5.WSW W S P G W EDIT LISTING - Version 14.06 Date: 9-15-2007 Time: 9:16:22 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.150 7.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE NO 2 IS - QlOO-YEAR HYDRAULIC CALCULATION HEADING LINE NO 3 IS - LATERAL IA -51 W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1003.660 86.830 1 90.630 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1039.050 87.180 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1039.050 87.180 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1039.050 87.180 2 87.180 09/15/07 H-22 FILE: LA5.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9-15-2007 Time: 9:16:31 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATION LATERAL IA -51 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj ]No Wth Station I Elev I (FT) I Elev I (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL [Prs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1003.660 86.830 3.800 90.630 5.70 1.81 .05 90.68 .00 .84 .00 2.000 .000 .00 1 .0 35.390 .0099 .0006 .02 3.80 .00 .69 .013 .00 .00 PIPE 1039.050 87.180 3.472 90.652 5.70 1.81 .05 90.70 .00 .84 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1039.050 87.180 3.549 90.729 5.70 .23 .00 90.73 .00 .27 7.00 4.150 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 09/15/07 H-23 t t i t i i I FILE: LB1.WSW W S P G W EDIT LISTING - Version 14.06 Date: 2-22-2007 Time: 5:50:58 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE NO 2 IS - Q100 -YEAR HYDRAULIC CALCULATION HEADING LINE NO 3 IS - LATERAL 'B -l' W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1004.170 86.220 1 89..330 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1037.860 86.500 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1037.860 86.500 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1037.860 86.500 2 86.500 09/15/07 H-24 I t j k t i t FILE: LB1.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 2-22-2007 Time: 5:51: 6 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATION LATERAL 'B -l' Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj [No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm. Dp I 'IN" I X-Fallj ZR IType Ch 1004.170 86.220 3.110 89.330 10.10 3.21 .16 89.49 .00 1.14 .00 2.000 .000 .00 1 .0 33.690 .0083 .0020 .07 3.11 .00 .99 .013 .00 .00 PIPE 1037.860 86.500 2.897 89.397 10.10 3.21 .16 89.56 .00 1.14 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1037.860 86.500 3.138 89.638 10.10 .23 .00 89.64 .00 .25 14.00 4.500 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 09/15/07 H-25 FILE: LCl.WSW W S P G W EDIT LISTING - Version 14.06 Date: 9-15-2007 Time: 9:19:40 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I IS - TRACT 17377 HEADING LINE No 2 IS - Q100 -YEAR HYDRAULIC CALCULATION HEADING LINE NO 3 IS - LATERAL IC -11 W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1004.170 V.210 1 90,420 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1037.860 87.890 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE UIS DATA STATION INVERT SECT FP 1037.860 87.890 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1037.860 87.890 2 87.890 09/15/07 H-26 09/15/07 H-27 i t I FILE: LCl.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE I Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9-15-2007 Time: 9:19:48 TRACT 17377 Q100 -YEAR HYDRAULIC CALCULATION LATERAL IC -11 Invert I Depth I Water I Q I Vel Vel I Energy I Super [CriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm. Dp I "N" I X-Fallj ZR IType Ch 1004.170 87.210 3.210 90.420 7.00 2.23 .08 90.50 .00 .94 .00 2.000 .000 .00 1 .0 33.690 .0202 .0010 .03 3.21 .00 .63 .013 .00 .00 PIPE 1037.860 87.890 2.562 90.452 7.00 2.23 .08 90.53 .00 .94 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1037.860 87.890 -I- -I- 2.678 90.568 -I- -I- 7.00 .19 .00 -I- -I- -I- 90.57 -I- .00 -I- .20 14.00 -I- -I- 4.500 14.000 -I- -I- .00 0 .0 I- 09/15/07 H-27 0 I I I I I SECTION S STORM WATER DETENTION BASIN ROUTING AND HYDRAULICS m UZ I MADOLE & ASSOCIATES, INC. Civil Engineers -Land Surveyors -Planners 760-A S. Rochester Avenue Ontario, CA 91761 (909)937-9151 fax937-9152 Job 763-1911 Sheet No. of Calculated by: tn Date 9/15/2007 Checked by: Date Scale nts EMERGENCY SPILLWAY @ BASIN 'B' DESIGN CAPACITY = 1,000 -YEAR PEAK FLOW RATE Q = 1.35 X Qlao Q100= 65.9 DESIGN Q = 88.97 C.F.S. Weir Discharge Equation (Trapezoidal w/3:1 upstream slope) Q=CLH A (3/2) Q = 89.0 C = 3.4 H = 0.52 L 69.8 Feet (MIN) PA1 02-139\1 7377\Drainage\spi11vvay-ca1c.x1s Printed: 10:07 AM -9/15/2007 1 of 1 i I It I Detention Basin Uutlet Hydraulics 17377 102-139 9/14/2007 Standpipe Standpipe Orifice C 3.3 weir C 3.3 weir C 0.6 (orifice) C 0.62 (orifice) Dia 1.67 ft H 0.67 ft Orifice Pipe Outflow Outflow Effective* Outflow Volume W 0.5 ea Rim EL 3 ft (n/a) Oottom Et 0 ft 17377 102-139 9/14/2007 PA1 02-139\1 73770rainageTloodRoutingl 7377.xis 9/15/2007 Standpipe Orifice Summary Elevatior Head Weir Orifice Control Head Weir Orifice Control Elevationj Standpipe Outflow Orifice Pipe Outflow Outflow Effective* Outflow Volume ft ft cfS efs cfS ft cfS efs cfS ft cfS cfS cfS cfs ac -ft 0 0 0.0 n/a 0.0 0 0.0 0 0.0 0 0.0 0.0 0.0 0.0 0.00 0.5 0 0.0 n/a 0.0 0.5 0.6 n/a 0.6 0.5 0.0 0.6 0.3 03:::r:::0�04 1 0 0.0 n/a 0.0 1 1.7 1.4 1.4 1 0.0 1.4 1.2 1.2 0.19 1.5 0 0.0 n/a 0.0 1.5 3.0 1.8 1.8 1.5 0.0 1.8 2.2 1.8 0.42 2 0 0.0 n/a 0.0 2 n/a 2.2 2.2 2 0.0 2.2 3.5 2.2 0.68 2.5 0 0.0 n/a 0.0 2.5 n/a 2.5 2.5 2.5 0.0 2.5 5.0 2.5 0.95 3.5 0.5 6.1 n/a 6.1 3.5 n/a 3.0 3.0 3.5 6.1 3.0 >9.1 9.1 1.54 4.5 1.5 n/a 12.9 12.9 4.5 n/a 3.4 3.4 4.5 12.9 3.4 >16.3 16.3 2.17 5.5 -J.-5 n/a 16.7 16.7 5.5 n/a 3.8 3.8 5.5 16.7 3.8 >20.5 20.5 2.87 6.5 n1a 19.7 19.7 6.5 n/a 4.1 4.1 -6.5 19.7 4.1 >23.8 23.9 3.62 -3.5 Orifice/Standpip v. Pipe Controlling utflow PA1 02-139\1 73770rainageTloodRoutingl 7377.xis 9/15/2007 I I t(t side slopes Max depth Basis EL F-8-2---51 82.5 82 83.5 84 84.5 85 8E 87 86 89 Detention Basin Geometty 3 :1 ft LenA 120ILenB Base SASIC 0.005 SB 1 2501 TRACT 17377 102-139117377 9/14/2007 Boftom Footprint- 0.52 ac Wetted Footprint- 0.85 ac Total Footprint - 1.18 ac Depth Base B1 B2 BaseT PondedA Al A2 AT PondedB B1 B2 BT Area Del V Volu e ft ft ft ft ft ft ft ft ft ft ft ft ft sf Cf Cf ac -ft 0 250 0 0 250 0 0 0 0 0 0 0 0 0 0 0 0.00 0.5 250 1.5 1.5 253 60 1.5 0.6 62.1 100 1.5 0 101.5 20695 3449 3449 0.08 1 250 3 3 256 60 3 2.1 65.1 120 3 1.2 124.2 24230 11220 14669 0.34 1.5 250 4.5 4.5 259 60 4.5 3.6 68.1 120 4.5 2.7 127.2 25291 12379 27049 0.62 2 250 6 6 262 60 6 5.1 71.1 120 6 4.2 130.2 26370 12914 39963� 0.92 2.5 250 7.5 7.5 265 60 7.5 6.6 74.1 120 7.5 5.7 133.2 27467 13458 53421 1.23 3.5 250 11 11 2711 60 10.5 9.6 80.1 120 11 8.7 139.2 29715 28584 82005 1.88 4.5 250 14 14 2771 60 13.5 12.6 86.1 120 14 12 145.2 32035 30868 112873 Z59 5.5 250 17 17 283 60, 16.5 15.6 92.1 120 17 15, 151.2 34427 33224 146097 3.35 6.5 250 20 20 289 601 19.5 18.6 98.1 120 20 36891 35652 1817491 4.17 P:\1 02-139\1 7377\Drainage\FloodRoubngl 7377.xls 9/15/2007 Tract 17377 GRAND PACIFIC Low Loss Fraction & Maximum Loss Rate [Developed - 2 Yr Set # 763-1911 09/14/07 Cover Area I Soil type (in) Area 3.3 CN -11 CN -111 Ap % ,Y, Wght) Fp (F.0 -6) rn I W 5-7 du/ac 25 A 25 32 52 0.5 0.48 0.97 Grass 1.15 .A'� A 1.15 Q;04 50 70 1 0.04 0 .82 �7�77, Ap" 6), '(0.48) T77 1(414 f !6 us 98..,- 0,; 48—0.44, 0 -Z 26.2 26.15 P-24= 3.30 in Return Period 2 AMC Type (1,11 or 111) Lag Time Tc = 16.21 min from Rational Method Study Lag= 12.968 min Run: 11-ag = 0 Tributary area Y= 0.45 Est Vol = 3 ac -ft Low Loss Fraction,Y-bar = 0.5481 I Fm= 0.5" 24 -hr Rainfall (ot er than 100 yr) T I (yr) (in) 2 3.3 100 9 2 3.3 UHinput.xls 9/15/2007 Project: Engineer: Notes: Tract 17377 0 Developed - 2 Yr Set #5 Date: 9/14/2007 1 st-24hr 763-1911 2nd-24hr 1 Design Storm yr 2 2 Catchment Lag time hrs 0.22 16.21 3 Catchment Area acres 26.15 4 Base flow cfs/sq mi 0 5 S -graph valley 6 Maximum loss rate, Fm in/hr 0.50 7 Low loss fraction, Y -bar 0.55 8 Watershed area -averaged 5 -minute point rainfall inches 0.20 0.07 Watershed area -averaged 30 -minute point rainfall inches 0.45 0.16 Watershed area -averaged 1 -hour point rainfall inches 0.63 0.23 Watershed area -averaged 3 -hour point rainfall inches 1.18 0.43 Watershed area -averaged 6 -hour point rainfall inches 1.76 0.63 Watershed area -averaged 24 -hour point rainfall inches 3.30 1.19 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min I -hr 3 -hr 6 -hr 24 -hr UHinput.xls 9/15/2007 Tract 17377 GRAND PACIFIC 763-1911 09/14/07 Low Loss Fraction & Maximum Loss Rate T [Developed - 10 Yr fin) Set # 3] 100 9 10 5.65 Cover Area -.'-.,O/o Soil type Area 10%- CN -11 CN -111 Ap wg Fp (F.C-6) ' F 6. - 5-7 du/ac 25 A 25 --VO-4, 32 52 0.5 _(T.48 . . .. . ..... 0.97 Grass 1.15 �-:�0.04� A 1.15 50 70 1 0.04 0.82 ...... ...... ...... ......... . 0 :�`98`j "70., (AutoCalc: findeirvious )4 P-24= 5.65 in Return Period 10 AMC Type (1,11 or 111) Time Tc = 15.63 min from Rational Method Study Lag= 12.504 min Run: 11-ag = 0.21 hr I Tributary area Y= 0.48 Fm= 0.50 Est Vol = 6 ac -ft Low Loss Fraction,Y-bar = 0.5241 24 -hr Rainfall (other than 100 yr) T I (yr) fin) 2 3.3 100 9 10 5.65 UHinput.xls 9/15/2007 Project: Engineer: Notes: Tract 17377 0 Developed - 10 Yr Set #3 Date: 9/14/2007 1st-24hr 763-1911 2nd-24hr 1 Design Storm yr 10 2 Catchment Lag time hrs 0.21 15.63 3 Catchment Area acres 26.15 4 Base flow cfs/sq mi 0 5 S -graph valley 6 Maximum loss rate, Fm in/hr 0.50 7 Low loss fraction, Y -bar 0.52 8 Watershed area -averaged 5 -minute point rainfall inches 0.30 0.11 Watershed area -averaged 30 -minute point rainfall inches 0.71 0.25 Watershed area -averaged 1 -hour point rainfall inches 0.98 0.35 Watershed area -averaged 3 -hour point rainfall inches 1.80 0.65 Watershed area -averaged 6 -hour point rainfall inches 2.64 0.95 Watershed area -averaged 24 -hour point rainfall inches 5.65 2.03 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr UHinput.xls 9/15/2007 Tract 17377 763-1911 GRAND PACIFIC 09/14/07 Low Loss Fraction & Maximum Loss Rate [�e�oped = 25 Yr Set # 21 I (yr) Cover Area 3.3 Soil type Area 25 CN -11 CN -111 Ap % �,Y -twaht)' Fp (F.C-6) -'�F Fm"(Waht) —8 5-7 du/ac 25 A 25 JO 32 52 0.5 T4 124 46. 0.97 0 i4"T `5iOWO, 41`-�,- -0. Grass 1.15 O'.04�'� A 1.15 76�0-4,' —5-0 70 1 0-4 7-11 W 0.82 L 4-F ..... . ..... 71 ozo) 0 0,48 0.2, Y= 26.2 26.15 0.49 Fm= 0.50 P-24= 6.98 in Return Period 25 AMC Type (1,11 or 111) Lag Time Tc 15.43 min from Rational Method Study Lag= 12.344 min Run: 11-ag = 0.21 hr I Tributary area Est Vol = 8 ac -ft Low Loss Fraction,Y-bar = 0.5071 24 -hr Rainfall (other than 100 yr) T I (yr) (in) 2 3.3 100 9 25 6.98 UHinput.xls 9/15/2007 Project: Engineer: Notes: Tract 17377 -0 — Developed - 25 Yr Set #2 Date: 9/14/2007 763-1911 1 st-24hr 2nd-24hr 1 Design Storm yr 25 2 Catchment Lag time hrs 0.21 15.43 3 Catchment Area acres 26.15 4 Base flow cfs/sq mi 0 5 S -graph valley 6 Maximum loss rate, Fm in/hr 0.50 7 Low loss fraction, Y -bar 0.51 8 Watershed area -averaged 5 -minute point rainfall inches 0.37 0.13 Watershed area -averaged 30 -minute point rainfall inches 0.85 0.31 Watershed area -averaged 1 -hour point rainfall inches 1.18 0.42 Watershed area -averaged 3 -hour point rainfall inches 2.15 0.77 Watershed area -averaged 6 -hour point rainfall inches 3.14 1.13 Watershed area -averaged 24 -hour point rainfall inches 6.98 2.51 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr 9/15/2007 UHinput.xls Tract 17377 GRAND PACIFIC 763-1911 09/14/07 Low Loss Fraction & Maximum Loss Rate Developed -100 Yr Set # F I (yr) Cover Area % Soil type Area CN -11 CN -111 Ap % Fp (F.C-6) 5-7 du/ac 25 77(—) A 25 0.96"'', 32 52 0.5 0.48 0 1 10 0.97 Grass —1.15 A 1.15 E4," 50 70 1 0.04"', 10-,�:, 0.82 Return Period 100 AMC Type (1,11 or 111) Lag Time Tc = 15.21 min from Rational Method Study Lag= 12.168 min Run: 11-ag = 0.2 hr I Tributary area Est Vol = 10 ac -ft Low Loss Fraction,Y-bar = 0.4741 24 -hr Rainfall (other than 100 yr) T I (yr) (in) 2 3.3 100 9 100 9 UHinput.xls 9/15/2007 Project: Engineer: Notes: Tract 17377 0 Developed -100 Yr Set #1 Date: 9/14/2007 1st-24hr 763-1911 2nd-24hr 1 Design Storm yr 100 2 Catchment Lag time hrs 0.2 15.21 3 Catchment Area acres 26.15 4 Base flow cfs/sq mi 0 5 S -graph valley 6 Maximum loss rate, Fm in/hr 0.50 7 Low loss fraction, Y -bar 0.47 8 Watershed area -averaged 5 -minute point rainfall inches 0.46 0.17 Watershed area -averaged 30 -minute point rainfall inches 1.07 0.38 Watershed area -averaged 1 -hour point rainfall inches 1.48 0.53 Watershed area -averaged 3 -hour point rainfall inches 2.68 0.97 Watershed area -averaged 6 -hour point rainfall inches 3.90 1.40 Watershed area -averaged 24 -hour point rainfall inches 9.00 3.24 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr UHinput.xls 9/15/2007 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 06/01/2005 License ID 1584 Analysis prepared by: Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 askeers@encompasscivil.com Problem Descriptions: TR 17377 UNIT HYDROGRAPH (W/ 17059 DEVELOPED) 2 -YEAR ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.95 TOTAL CATCHMENT AREA(ACRES) = 26.15 SOIL -LOSS RATE, F'm,(INCH/HR) = 0.500 LOW LOSS FRACTION = 0.550 TIME OF CONCENTRATION(MIN.) = 16.21 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.20 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.45 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.63 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.18 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.76 24-HOUR POINT RAINFALL VALUE(INCHES) = 3.30 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 3.16 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 4.03 TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.06 0.0000 0.00 Q 0.33 0.0078 0.70 Q 0.60 0.0235 0.71 Q 0.87 0.0393 0.71 Q 1.14 0.0553 0.72 Q 1.41 0.0715 0.73 Q 1.68 0.0878 0.74 Q 1.95 0.1043 0.74 Q 2.22 0.1209 0.75 Q 2.49 0.1378 0.76 Q 2.76 0.1548 0.77 Q 3.03 0.1720 0.77 Q 3.30 0.1894 0.78 Q 3.57 0.2069 0.79 Q 3.64 0.2247 0.80 Q 4.11 0.2428 0.81 Q 09/15/07 D-2 4.38 0.2610 0.82 Q 4.65 0.2795 0.83 Q 4.92 0.2982 0.84 Q 5.19 0.3171 0.85 Q 5.46 0.3363 0.87 Q 5.73 0.35S8 0.88 Q 6.00 0.3755 0.89 Q 6.27 0.3955 0.90 Q 6.54 0.4159 0.92 Q 6.81 0.4365 0.93 Q 7.08 0.4575 0.95 Q 7.35 0.4788 0.96 Q 7.62 0.5004 0.98 Q 7.89 0.5225 0.99 Q 8.17 0.5449 1.02 Q 8.44 0.5678 1.03 Q 8.71 0.5911 1.06 Q 8.98 0.6148 1.07 Q 9.25 0.6391 1.10 Q 9.52 0.6638 1.12 Q 9.79 0.6891 1.15 Q 10.06 0.7150 1.17 Q 10.33 0.7416 1.21 Q 10.60 0.7687 1.23 Q 10.87 0.7967 1.27 Q 11.14 0.8254 1.30 Q 11.41 0.8549 1.35 Q 11.68 0.8854 1.38 Q 11.9s 0.9169 1.44 Q 12.22 0.9504 1.56 Q 12.49 0.9897 1.96 Q 12.76 1.0338 2.00 Q 13.03 1.0795 2.09 Q 13.30 1.1268 2.15 Q 13.57 1.1760 2.27 Q 13.84 1.2274 2.34 Q 14.11 1.2814 2.50 Q 14.38 1.3380 2.57 Q 14.65 1.3981 2.82 Q 14.92 1.4628 2.97 Q 15.19 1.5339 3.40 Q 15.46 1.6132 3.70 Q 15.73 1.7015 4.21 Q 16.00 1.8070 5.24 Q 16.27 2.0765 18.90 16.54 2.3288 3.71 Q 16.81 2.4055 3.16 Q 17.08 2.4708 2.69 Q 17.35 2.5277 2.41 Q 17.62 2.5793 2.20 Q 17.89 2.6267 2.04 Q 18.16 2.6709 1.92 Q 18.43 2.7080 1.41 Q 18.70 2.7385 1.32 Q 18.97 2.7673 1.25 Q 19.24 2.7945 1.19 Q 19.51 2.8204 1.13 Q 19.78 2.8452 1.09 Q 20.05 2.8689 1.04 Q 20.32 2.8918 1.00 Q 20.59 2.9138 0.97 Q 20.86 2.9352 0.94 Q 21.13 2.9558 0.91 Q 21.40 2.9758 0.88 Q 09/15/07 D-3 21.67 2.9953 0.86 . Q SOIL -LOSS RATE, Fm,(INCH/HR) = 0.500 21.94 3.0143 0.84 Q TIME OF CONCENTRATION(MIN.) = 15.63 22.21 3.0327 0.82 . Q USER SPECIFIED R-AINFALL VALUES ARE USED 22.48 3.0507 0.80 Q 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 22.75 3.0683 0.78 . Q 1 -HOUR POINT RAINFALL VALUE(INCHES) = 23.02 3.0855 0.76 Q 6 -HOUR POINT RAINFALL VALUE(INCHES) = 23.29 3.1024 0.75 Q TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) 23.56 3.1188 0.73 Q 23.83 3.1350 0.72 Q (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 24.10 3.1SO8 0.70 Q 0.37 0.0402 1.55 Q 24.38 3.1587 0.00 Q ---------------------------------------------------------------------------- fQ c-, SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 06/01/2005 License ID 1584 Analysis prepared by: Encompass AsSOCiateSr Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 askeers@encompasscivil.com ---------------------------------------------------------------------------- Problem Descriptions: TR 17377 UNIT HYDROGRAPH (W/ 17059 DEVELOPED) 10 -YEAR ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.95 TOTAL CATCHMENT AREA(ACRES) = 26.15 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.500 LOW LOSS FRACTION = 0.520 TIME OF CONCENTRATION(MIN.) = 15.63 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED R-AINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.30 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.71 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.98 3 -HOUR POINT RAINFALL VALUE(INCHES) 1.80 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.64 24-HOUR POINT RAINFALL VALUE(INCHES) = ---------------------------------------------------------------------------- 5.65 TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 5.87 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 6.44 TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.11 0.0070 1.54 Q 0.37 0.0402 1.55 Q 0.63 0.0736 1.56 Q 09/15/07 D-4 0.89 0.1073 1.57 Q 1.15 0.1413 1.59 Q 1.41 0.1755 1.59 Q 1.67 0.2100 1.61 Q will 1.93 0.2448 1.62 Q 2.19 0.2798 1.64 Q 2.45 0.3152 1.65 Q 2.71 0.3508 1.67 Q 2.97 0.3868 1.68 Q 3.24 0.4231 1.70 Q 3.50 0.4597 1.71 Q 1,76 0,4967 1*73 4.02 0.5340 1.74 Q 4.28 0.5717 1.76 Q 4.54 0.6097 1.77 Q 4.80 0.6481 1.80 Q 5.06 0.6870 1.81 Q 5.32 0.7262 1.84 Q 5.58 0.7659 1.85 Q 5.84 0.8060 1.88 Q 6.10 0.8465 1.89 '.Q 6.36 0.8876 1.92 Q 6..62 0.9291 1.94 Q 6*81 0,9711 1,97 Q 7.14 1.0137 1.99 Q 7.40 1.0568 2.02 Q 7.66 1.1005 2.04 Q 7,92 1*1441 2*01 Q 8.19 1.1898 2.10 Q 8.45 1.2354 2.14 Q 8.71 1.2817 2.16 Q 1*97 1*3217 2*21 Q 9.23 1.3765 2.23 Q 9.49 1.4251 2.28 Q 9.75 1.4746 2.31 Q 10*01 1,5250 2,37 Q 10.27 1.5763 2.40 Q 10.53 1.6287 2.47 Q 10.79 1.6821 2.50 Q 11,05 1*7368 2,58 Q 11.31 1.7927 2.62 Q 11.57 1.8499 2.70 Q 11.83 1.9086 2.75 Q 12*09 1*9690 2,15 Q 12.35 2.0312 2.93 Q 12.61 2.0957 3.05 Q 12.87 2.1622 3.12 Q 13*13 13.40 2*2311 2.3026 3,28 3.37 Q Q 13.66 2.3772 3.57 Q 13.92 2.4552 3.68 Q 14*11 2*5375 3*96 Q 14.44 2.6246 4.13 Q 14.70 2.7178 4.54 Q 14.96 2.8183 4.80 Q 15*22 15.48 2,9293 3.0536 5,51 6.03 Q Q 15.74 3.1925 6.87 Q 16.00 3.3674 9.37 Q. 16.26 16.52 3.8673 4.3297 37.07 5.89 Q 16.78 4.4482 5.12 Q 17.04 4.5497 4.32 Q 17.30 4.6372 3.81 Q 09/15/07 D-5 d 17.56 4.7155 3.46 Q 17.82 4.7872 3.20 Q 18.08 4.8538 2.99 Q 18.34 4.9161 2.80 Q 18.61 4.9749 2.66 Q 18.87 5.0308 2.54 Q 19.13 5.0843 2.43 Q 19,39 5,1357 2,34 Q 19.65 5.1851 2.26 Q 19.91 5.2330 2.18 Q 20.17 5.2793 2.12 Q 20,43 5,3212 2,01 Q 20.69 5.3679 2.00 Q 20.95 5.4105 1.95 Q 21.21 5.4521 1.91 Q 21*47 5,4926 1*16 21.73 5.5323 1.82 Q 21.99 5.5711 1.78 Q 22.25 5.6092 1.75 Q 22*51 5,6465 1*72 Q 22.77 5.6831 1.69 '.Q 23.03 5.7191 1.66 Q 23.29 5.7544 1.63 Q 21*11 5*7892 1*60 23.82 5.8234 1.58 Q 24.08 5.8571 1.55 Q 24.34 5.8738 0.00 Q ---------------------------------------------------------------------------- e 0' 0-0 v T1 (0 cm� 00 S14ALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 06/01/2005 License ID 1584 Analysis prepared by: Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 askeers@encompasscivil.com ---------------------------------------------------------------------------- Problem Descriptions: TR 17377 UNIT HYDROGRAPH (W/ 17059 DEVELOPED) 25 -YEAR ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.95 TOTAL CATCHMENT AREA(ACRES) = 26.15 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.500 LOW LOSS FRACTION = 0.510 TIME OF CONCENTRATION(MIN.) = 15.43 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.37 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.85 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.18 09/15/07 D-6 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.15 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.14 24-HOUR POINT ---------------------------------------------------------------------------- RAINFALL VALUE(INCHES) = 6.98 TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 7.44 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 7.77 TIME VOLUME Q 0. 12.5 25.0 37.5 50.0 (HOURS) ---------------------------------------------------------------------------- (AF) (CFS) 0.06 0.0000 0.00 Q 0.31 0.0218 2.05 Q 0.57 0.0654 2.06 Q 0.83 0.1093 2.08 Q 1.08 0.1535 2.09 Q 1.34 0.1981 2.11 Q 1.60 0.2430 2.12 Q 1.86 0.2882 2.14 '.Q 2.11 0.3338 2.15 Q 2.37 0.3797 2.17 Q 2.63 0.4260 2.18 Q 2.88 0.4726 2.21 Q 3.14 0.5197 2.22 Q 3.40 0.5671 2.24 Q 3.66 0.6150 2.26 Q 3.91 0.6632 2.28 Q 4.17 0.7119 2.30 Q 4.43 0.7610 2.33 Q 4.68 0.8106 2.34 Q 4.94 0.8607 2.37 Q 5.20 0.9112 2.39 Q 5.46 0.9623 2.42 Q 5.71 1.0138 2.43 Q 5.97 1.0659 2.47 Q 6.23 1.1186 2.49 Q 6.48 1.1718 2.52 Q 6.74 1.2257 2.54 Q 7.00 1.2801 2.58 Q 7.26 1.3352 2.60 Q 7.51 1.3910 2.65 Q 7.77 1.4475 2.67 Q 8.03 1.5047 2.72 Q 8.28 1.5627 2.74 Q 8.54 1.6215 2.79 Q 8.80 1.6811 2.82 Q 9.06 1.7417 2.88 Q 9.31 1.8031 2.91 Q 9.57 1.8655 2.97 Q 9.83 1.9290 3.00 Q 10.09 1.9935 3.07 Q 10.34 2.0592 3.11 Q 10.60 2.1262 3.19 Q 10.86 2.1944 3.23 Q 11.11 2.2641 3.32 Q 11.37 2.3353 3.37 Q 11.63 2.4081 3.48 Q 11.89 2.4826 3.54 Q 12.14 2.5584 3.60 Q 12.40 2.6342 3.34 Q 12.66 2.7111 3.69 Q 12.91 2.7904 3.78 Q 09/15/07 D-7 13.17 2.8727 3.97 Q 13.43 2.9581 4.07 Q 13.69 3.0473 4.32 Q 13.94 3.1406 4.46 Q 14.20 3.2390 4.80 Q 14.46 3.3431 5.00 Q 14.71 3.4547 5.50 Q 14. 97 3.5751 5.82 Q 15.23 3.7083 6.71 Q 15.49 3.B577 7.35 Q 15.74 4.0275 8.63 Q 16.00 4.2384 11.23 Q 16.26 4.8666 47.88 16.51 5.4532 7.32 Q 16.77 5.5971 6.22 Q 17.03 5.7188 5.23 Q 17.29 5.8234 4.62 Q 17.54 5.9171 4.19 Q 17.80 6.0027 3.87 Q 18.06 6.0822 3.61 Q 18.31 6.1588 3.60 Q 18.57 6.2334 3.42 Q 18.83 6.3046 3.28 Q 19.09 6.3729 3.15 Q 19.34 6.4386 3.04 Q 19.60 6.5021 2.94 Q 19.86 6.5636 2.85 Q 20.11 6.6232 2.77 Q 20.37 6.6812 2.69 Q 20.63 6.7377 2.62 Q 20.89 6.7929 2.56 Q 21.14 6.8467 2.50 Q 21.40 6.8994 2.45 Q 21.66 6.9509 2.40 Q 21.91 7.0015 2.36 Q 22.17 7.0S11 2.31 Q 22.43 7.0998 2.27 Q 22.69 7.1476 2.23 Q 22.94 7.1946 2.20 Q 23.20 7.2409 2.16 Q 23.46 7.2865 2.13 Q 23.72 7.3314 2.10 Q 23.97 7.3756 2.07 Q 24.23 7.4193 2.04 Q 24.49 ---------------------------------------------------------------------------- 7.4410 0.00 Q SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 06/01/2005 License ID 1584 Analysis prepared by: Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909-684-0093 askeers@encompasscivil-com ---------------------------------------------------------------------------- 09/15/07 D-8 I Problem Descriptions: TR 17377 UNIT HYDROGRAPH (W/ 17059 DEVELOPED) 100 -YEAR ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.95 TOTAL CATCHMENT AREA(ACRES) = 26.15 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.500 LOW LOSS FRACTION � 0*170 TIME OF CONCENTRATION(MIN.) = 15.21 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.46 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 1.07 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.48 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2*11 6 -HOUR POINT RAINFALt VALUE(INCHES) = 3.90 24-HOUR POINT RAINFALL VALUE(INCHES) = 9.00 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 10.33 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 9.28 TIME VOLUME Q 0. 17.5 35.0 52.5 70.0 (HOURS) (AF) (CFS) ---- ------ ---- - 0.03 0.0000 0.00 Q 0.28 0.0312 2.98 Q 0.54 0.0940 3.01 Q 0*79 0*1571 3*02 *Q 1.04 0.2206 3.05 Q 1.30 0.2846 3.06 Q 1.55 0.3489 3.09 Q 1*10 0,4131 3*10 *Q 2.06 0.4791 3.13 Q 2.31 0.5448 3.15 Q 2.56 0.6110 3.18 Q 2.82 0.6777 3.19 Q 3.07 0.7450 3.22 Q 3.33 0.8127 3.24 Q 3.58 0.8809 3.28 Q 3,83 0*9491 3*29 4.09 1.0191 3.33 Q 4.34 1.0891 3.35 Q 4.59 1.1596 3.39 Q 4*15 1*2301 3*41 5.10 1.3026 3.45 Q 5.35 1.3750 3.47 Q 5.61 1.4481 3.51 Q 5*16 1,5219 3,53 Q 6.11 1.5965 3.58 Q 6.37 1.6717 3.61 Q 6.62 1.7478 3.66 Q 6.87 1.8247 3.68 Q 7.13 1.9024 3.74 Q 7.38 1.9809 3.76 Q 7.63 2.0604 3.82 Q 7.89 2.1408 3.85 Q 09/15/07 D-9 8.14 2.2221 3.92 Q 8.40 2.3045 3.95 Q 8.65 2.3880 4.02 Q 8.90 2.4726 4.06 Q 9.16 2.5583 4.13 Q 9.41 2.6453 4.17 Q 9.66 2.7336 4.26 Q 9.92 2.8232 4.30 Q 10.17 2.9143 4.40 Q 10.42 3.0069 4.45 Q 10.68 3.1012 4.55 Q 10.93 3.1972 4.61 Q 11.18 3.2950 4.73 Q 11.44 3.3948 4.80 Q 11.69 3.4967 4.94 Q 11.94 3.6009 5.01 Q 12.20 3.7040 4.82 Q 12.45 3.8042 4.74 Q 12.70 3.9057 4.95 Q 12.96 4.0105 5.06 Q 13.21 4.1193 5.32 Q 13.47 4.2323 5.47 Q 13.72 4.3503 5.80 Q 13.97 4.4739 5.99 Q 14.23 4.6042 6.44 Q 14.48 4.7420 6.72 Q 14.73 4.8900 7.40 Q 14.99 5.0497 7.84 Q 15.24 5.2266 9.05 Q 15.49 5.4254 9.93 Q 15.75 5.6518 11.69 Q 16.00 5.9522 16.98 Q. 16.25 6.7975 63.72 Q 16.51 7.5679 9.82 Q 16.76 7.7586 8.38 Q 17.01 7.9200 7.03 Q 17.27 8.0587 6.21 Q 17.52 8.1827 5.63 Q 17.77 8.2960 5.19 Q 18.03 8.4010 4.84 Q 18.28 8.5051 5.09 Q 18.53 8.6094 4.86 Q 18.79 8.7092 4.67 Q 19.04 8.8053 4.50 Q 19.30 8.8979 4.35 Q 19.55 8.9876 4.21 Q 19.80 9.0746 4.09 Q 20.06 9.1592 3.98 Q 20.31 9.2416 3.88 Q 20.56 9.3220 3.79 Q 20.82 9.4006 3.71 Q 21.07 9.4774 3.63 Q 21.32 9.5527 3.56 Q 21.58 9.6266 3.49 Q 21.83 9.6990 3.43 Q 22.08 9.7702 3.37 Q 22.34 9.8401 3.31 Q 22.59 9.9089 3.26 Q 22.84 9.9767 3.21 Q 23.10 10.0434 3.16 Q 23.35 10.1091 3.12 Q 23.61 10.1740 3.07 Q 23.86 10.2379 3.03 Q 24.11 10.3010 2.99 Q 09/15/07 D-10 24.37 10.3324 0.00 Q ---------------------------------------------------------------------------- 09/15/07 D-11 Date 9/14/07 Time Total / Max 33.900 0.06 0.33 0.6 0.87 1.14 1.41 1.68 1.95 2.22 2.49 2.76 3.03 3.3 3.57 3.84 4.11 4.38 4.65 4.92 5.19 5.46 5.73 6 6.27 6.54 6.81 7.08 7.35 7.62 7.89 8.17 8.44 8.71 8.98 9.25 9.52 9.79 10.06 10.33 10.6 10.87 11.14 11.41 11.68 11.95 12.22 Total Volume 3.16 0 0.0078 0.0235 0.0393 0.0553 0.0715 0.0878 0.1043 0.1209 0.1378 0.1548 0.172 0.1894 0.2069 0.2247 0.2428 0.261 0.2795 0.2982 0.3171 0.3363 0.3558 0.3755 0.3955 0.4159 0.4365 0.4575 0.4788 0.5004 0.5225 0.5449 0.5678 0.5911 0.6148 0.6391 0,6638 0.6891 0.715 0.7416 0.7687 0.7967 0.8254 0.8549 0.8854 0.9169 0.9504 DETENTION BASIN ROUTING Job # Tract 2yr24hr Mean Effective Outflow Inflow Inflow Storage (Cfs) 18.90 0 0.7 0.71 0.71 0.72 0.73 0.74 0.74 -0.75 0.76 0.77 0.77 0.78 0.79 0.8 0.81 0.82 0.83 0.84 0.85 0.87 0.88 0.89 0.9 0.92 0.93 0.95 0.96 0.98 0.99 1.02 1.03 1.06 1.07 1.1 1.12 1.15 1.17 1.21 1.23 1.27 1.3 1.35 1.38 1.44 1.56 ac -ft cts 102-139\173777 Effective Depth - ft 0.27 1.08 2.69 2.54 0.000 0.000 0.0 0.0 0.000 0.000 0.0 0.0 0.008 0.008 0.0 0.1 0.016 0.023 0.1 0.2 0.016 0.036 0.2 0.3 0.016 0.047 0.3 0.4 0.016 0.057 0.3 0.5 0.016 0.066 0.4 0.5 0.017 0.075 0.4 0.6 0.017 0.082 0.4 0.6 0.017 0.089 0.5 0.6 0.017 0.096 0.5 0.6 0.017 0.101 0.5 0.6 0.017 0.107 0.6 0.6 0.018 0.112 0.6 0.7 0.018 0.116 0.6 0.7 0.018 0.121 0.6 0.7 0.018 0.125 0.6 0.7 0.018 0.129 0.7 0.7 0.019 0.133 0.7 0.7 0.019 0.136 0.7 0.7 0.019 0.140 0.7 0.7 0.020 0.143 0.7 0.7 0.020 0.146 0.8 0.8 0.020 0.150 0.8 0.8 0.020 0.153 0.8 0.8 0.021 0.156 0.8 0.8 0.021 0.159 0.8 0.8 0.021 0.162 0.8 0.8 0.022 0.165 0.8 0.8 0.022 0.169 0.9 0.8 0.023 0.172 0.9 0.8 0.023 0.175 0.9 0.8 0.023 0.179 0.9 0.8 0.024 0.182 0.9 0.8 0.024 0.186 0.9 0.9 0.025 0.190 1.0 0.9 0.025 0.194 1.0 0.9 0.026 0.198 1.0 0.9 0.027 0.202 1.0 0.9 0.027 0.206 1.0 0.9 0.028 0.211 1.1 0.9 0.029 0.216 1.1 0.9 0.030 0.221 1.1 1.0 0.030 0.227 1.1 1.0 0.031 0.233 1.2 1.0 0.033 0.240 1.2 1.0 P:\1 02-139\1 7377\Drainage\FloodRoutingl 7377.xls 1 of 18 9/15/2007 P:\102-139\17377\Drainage\FloodRoutingl7377.xls 2of18 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # 102-139\1 73771 Tract 17377 2yr 24hr Total Mean Effective Outflow Effective Time (hr) Volume (ac -ft) Inflow (cfs) Inflow ac -ft 8torage ac -ft cfs Depth ft 12.49 0.9897 1.96 0.039 0.253 1.2 1.0 12.76 1.0338 2 0.044 0.27.0 1.3 1.1 13.03 1.0795 2.09 0.046 0.287 1.3 1.1 13.3 1.1268 2.15 0.047 0.305 1.4 1.1 13.57 1.176 2.27 0.049 0.324 1.4 1.2 13.84 1.2274 2.34 0.051 0.344 1.4 1.2 14.11 1.2814 2.5 0.054 0.366 1.5 1.2 14.38 1.338 2.57 0.057 0.389 1.6 1.3 14.65 1.3981 2.82 0.060 0.415 1.6 1.3 14.92 1.4628 2.97 0.065 0.443 1.7 1.4 15.19 15.46 1.5339 1.6132 .3.4 3.7 0.071 0.079 0.477 0.517 1.8 1.8 1.5 1.5 15.73 1.7015 4.21 0.088 0.564 1.9 1.6 16 1.807 5.24 0.105 0.628 2.0 1.7 16.27 2.0765 18.9 0.269 0.853 2.2 2.1 16.54 2.3288 3.71 0.252 1.055 2.5 2.5 16.81 2.4055 3.16 0.077 1.077 2.6 2.5 17.08 2.4708 2.69 0.065 1.083 2.7 2.5 17.35 2.5277 2.41 0.057 1.080 2.7 2.5 17.62 2.5793 2.2 0.051 1.071 2.6 2.5 17.89 2.6267 2.04 0.047 1.061 2.5 2.5 18.16 2.6709 1.92 0.044 1.048 2.4 2.5 18.43 2.708 1.41 0.037 1.031 2.4 2.5 18.7 18.97 2.7385 2.7673 1.32 1.25 0.030 0.029 1.007 0.982 2.4 2.4 2.4 2.4 19.24 2.7945 1.19 0.027 0.956 2.4 2.3 19.51 2.8204 1.13 0.026 0.930 2.3 2.3 19.78 2.8452 1.09 0.025 0.903 2.3 2.2 20.05 2.8689 1.04 0.024 0.875 2.3 2.2 20.32 2.8918 1 0.023 0.847 2.2 2.1 20.59 2.9138 0.97 0.022 0.820 2.2 2.1 20.86 2.9M2 0.94 0.021 0.792 2.2 2.0 21.13 2.9558 0.91 0.021 0.764 2.1 2.0 21.4 21.67 2.9758 2.9953 0.88 0.86 0.020 0.019 0.736 0.708 2.1 2.1 1.9 1.9 21.94 3.0143 0.84 0.019 0.681 2.0 1.8 22.21 3.0327 0.82 0.019 0.654 2.0 1.8 22.48 3.0507 0.8 0.018 0.627 2.0 1.7 22.75 3.0683 0.78 0.018 0.601 1.9 1.7 23.02 3.0855 0.76 0.017 0.575 1.9 1.6 23.29 3.1024 0.75 0.017 0.549 1.9 1.6 23.56 3.1188 0.73 0.017 0.524 1.8 1.6 23.83 3.135 0.72 0.016 0.499. 1.8 1.5 24.1 3.1508 0.7 0.016 0.475 1.8 1.5 24.38 3.1587 0 0.008 0.443 1.7 1.4 24.66 0.000 0.404 1.6 1.3 24.94 25.22 0.000 0.000 0.367 0.332 1.5 1.4 1.3 1.2 P:\102-139\17377\Drainage\FloodRoutingl7377.xls 2of18 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING 2yr24hr Total Mean Effective Volume Inflow Inflow Storage Job # Tract Outflow 102-139\173777 17377 Effective Depth -Time (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 25.5 0.000 0.299 1.3 1.1 25.78 0.000 0.268 1.3 1.1 26.06 0.000 0.239 1.2 1.0 26.34 0.000 0.211 1.1 0.9 26.62 0.000 0.187 0.9 0.9 26.9 0.000 0.165 0.8 0.8 27.18 0.000 0.145 0.7 0.7 27.46 0.000 0.128 0.7 0.7 27.74 0.000 0.113 0.6 0.7 28.02 0.000 0.099 0.5 0.6 28.3 0.000 0.087 0.5 0.6 28.58 0.000 0.076 0.4 0.6 28.86 0.000 0.067 0.4 0.5 29.14 0.000 0.058 0.3 0.5 29.42 0.000 0.050 0.3 0.5 29.7 0.000 0.044 0.3 0.4 29.98 0.000 0.038 0.2 0.4 30.26 0.000 0.033 0.2 0.3 30.54 0.000 0.029 0.2 0.3 30.82 0.000 0.025 0.1 0.2 31.1 0.000 0.022 0.1 0.2 31.38 0.000 0.019 0.1 0.2 31.66 0.000 0.016 0.1 0.2 31.94 0.000 0.014 0.1 0.1 32.22 0.000 0.012 0.1 0.1 32.5 0.000 0.011 0.1 0.1 32.78 0.000 0.009 0.1 0.1 33.06 0.000 0.008 0.0 0.1 33.34 0.000 0.007 0.0 0.1 33.62 0.000 0.006 0.0 0.1 33.9 0.000 0.005 0.0 0.0 P:\1 02-1 39\1 7377\Drainage\Flood Routing I 7377.xis 3of18 9/15/2007 20 18 16 14 12 U 10 CY 8 6 4 2 Detention Basin Inflow Hydrograph Hydrograph-2yr 24hr 5 10 15 20 25 30 35 40 Time (hrs) PAI 02-139\1 7377\Drainage\FloodRoutingl 7377.xls 4 9/15/2007 3 3 2 Volume (ac -ft) lk IN 2 Inflow (cfs) Outflow cfs 1 -Total Volume -Effective Storage ,0 0 1-0 5 10 15 20 25 30 35 40 Time (hrs) PAI 02-139\1 7377\Drainage\FloodRoutingl 7377.xls 4 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # 1 102-139\173777 Tract 17377 10yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft Total Max 36.560 5.87 37.07 0.50 1.99 9.69 3.58 0.000 0.000 0.0 0.0 0.11 0.007 1.54 0.007 0.007 0.0 0.1 0.37 0.0402 1.55 0.033 0.039 0.2 0.4 0.63 0.0736 1.56 0.033 0.068 0.4 0.5 0.89 0.1073 1.57 0.034 0.093 0.5 0.6 1.15 0.1413 1.59 0.034 0.117 0.6 0.7 1.41 0.1755 1.59 0.034 0.138 0.7 0.7 1.67 0.21 1.61 0.034 0.157 0.8 0.8 1.93 0.2448 1.62 0.035 0.174 0.9 0.8 2.19 0.2798 1.64 0.035 0.190 1.0 0.9 2.45 0.3152 1.65 0.035 0.205 1.0 0.9 2.71 0.3508 1.67 0.036 0.218 1.1 0.9 2.97 0.3868 1.68 0.036 0.231 1.2 1.0 3.24 0.4231 1.7 0.038 0.243 1.2 1.0 3.5 0.4597 1.71 0.037 0.253 1.2 1.0 3.76 0.4967 1.73 0.037 0.264 1.3 1.0 4.02 0.534 1.74 0.037 0.274 1.3 1.1 4.28 0.5717 1.76 0.038 0.284 1.3 1.1 4.54 0.6097 1.77 0.038 0.294 1.3 1.1 4.8 0.6481 1.8 0.038 0.304 1.4 1.1 5.06 0.687 1.81 0.039 0.314 1.4 1.1 5.32 0.7262 1.84 0.039 0.323 1.4 1.2 5.58 0.7659 1.85 0.040 0.333 1.4 1.2 5.84 0.806 1.88 0.040 0.343 1.4 1.2 6.1 0.8465 1.89 0.041 0.352 1.5 1.2 6.36 0.8876 1.92 0.041 0.362 1.5 1.2 6.62 0.9291 1.94 0.041 0.371 1.5 1.3 6.88 0.9711 1.97 0.042 0.381 1.5 1.3 7.14 1.0137 1.99 0.043 0.390 1.6 1.3 7.4 1.0568 2.02 0.043 0.400 1.6 1.3 7.66 1.1005 2.04 0.044 0.410 1.6 1.3 7.92 1.1448 2.08 0.044 0.420 1.6 1.4 8.19 1.1898 2.1 0.047 0.430 1.6 1.4 8.45 1.2354 2.14 0.046 0.440 1.7 1.4 8.71 1.2817 2.16 0.046 0.450 1.7 1.4 8.97 1.3287 2.21 0.047 0.461 1.7 1.4 9.23 1.3765 2.23 0.048 0.472 1.7 1.5 9.49 1.4251 2.28 0.048 0.483 1.8 1.5 9.75 1.4746 2.31 0.049 0.494 1.8 1.5 10.01 1.525 2.37 0.050 0.506 1.8 1.5 10.27 1.5763 2.4 0.051 0.518 1.8 1.5 10.53 1.6287 2.47 0.052 0.531 1.8 1.6 10.79 1.6821 2.5 0.053 0.545 1.9 1.6 11.05 1.7368 2.58 0.055 0.559 1.9 1.6 11.31 1.7927 2.62 0.056 0.575 1.9 1.6 11.57 1.8499 2.7 0.057 0.591 1.9 1.7 11.83 1.9086 2.75 0.059 0.608 1.9 1.7 P:\1 02-139\1 7377\Drainage\FioodRoutingl 7377.xls 5 of 18 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # 102-139\17 Tract 17377 10yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (cfs) ac -ft ac -ft Cfs ft 12.09 1.969 2.85 0.060 0.626 2.0 1.7 12.35 2.0312 2.93 0.062 0.646 2.0 1.8 12.61 2.0957 3.05 0.064 0.668 2.0 1.8 12.87 2.1622 3.12 0.066 0.691 2.1 1.9 13.13 2.2311 3.28 0.069 0.715 2.1 1.9 13.4 2.3026 3.37 0.074 0.743 2.1 2.0 13.66 2.3772 3.57 0.075 0.772 2.2 2.0 13.92 2.4552 3.68 0.078 0.804 2.2 2.1 14.18 2.5375 3.96 0.082 0.839 2.2 2.1 14.44 2.6246 4.13 0.087 0.878 2.3 2.2 14.7 2.7178 4.54 0.093 0.922 2.3 2.3 14.96 2.8183 4.8 0.100 0.973 2.4 2.4 15.22 2.9293 5.51 0.111 1.033 2.4 2.5 15.48 3.0536 6.03 0.124 1.104 2.9 2.6 15.74 3.1925 6.87 0.139 1.182 3.5 2.7 16 3.3674 9.37 0.174 1.282 4.2 2.8 16.26 3.8673 37.07 0.499 1.690 7.4 3.2 16.52 4.3297 5.89 0.462 1.994 9.7 3.6 16.78 4.4482 5.12 0.118 1.904 9.0 3.5 17.04 4.5497 4.32 0.101 1.812 8.3 3.4 17.3 4.6372 3.81 0.087 1.721 7.6 3.3 17.56 4.7155 3.46 0.078 1.636 6.9 3.2 17.82 4.7872 3.2 0,072 1.558 6.3 3.1 18.08 4.8538 2.99 0.067 1.488 5.8 3.0 18.34 4.9161 2.8 0.062 1.426 5.3 2.9 18.61 4.9749 2.66 0.061 1.368 4.9 2.9 18.87 5.0308 2.54 0.056 1.319 4.5 2.8 19.13 5.0843 2.43 0.053 1.275 4.2 2.8 19.39 5.1357 2.34 0.051 1.237 3.9 2.7 19.65 5.1851 2.26 0.049 1.203 3.6 2.7 19.91 5.233 2.18 0.048 1.173 3.4 2.6 20.17 5,2793 2.12 0.046 1.146 3.2 2.6 20.43 5.3242 2.06 0.045 1.123 3.0 2.6 20.69 5.3679 2 0.044 1.102 2.8 2.6 20.95 5.4105 1.95 0.042 1.083 2.7 2.5 21.21 5.4521 1.91 0.041 1.067 2.6 2.5 21.47 5.4926 1.86 0.041 1.052 2.5 2.5 21.73 5.5323 1.82 0.040 1.039 2.4 2.5 21.99 5.5711 1.78 0.039 1.025 2.4 2.5 22.25 5.6092 1.75 0.038 1.011 2.4 2.4 22.51 5.6465 1.72 0.037 0.996 2.4 2.4 22.77 5.6831 1.69 0.037 0.982 2.4 2.4 23.03 5.7191 1.66 0.036 0.967 2.4 2.3 23.29 5.7544 1.63 0.035 0.951 2.3 2.3 23.55 5.7892 1.6 0.035 0.935 2.3 2.3 23.82 5.8234 1.58 0.035 0.919 2.3 2.3 24.08 5.8571 1.55 0.034 0.903 2.3 2.2 24.34 5.8738 0 0.017 0.870 2.3 2.2 P:\1 02-139\1 7377\Drainage\FloodRoutingl 7377.xis 6 of 18 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # 102-139\17 Tract 17377 10yr24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (h r) (ac -ft) ( S) ac -ft ac -ft cfs ft 24.6 0.000 0.822 2.2 2.1 24.86 0.000 0.774 2.2 2.0 25.12 0.000 0.728 2.1 1.9 25.38 0.000 0.683 2.0 1.8 25.64 0.000 0.639 2.0 1.8 25.9 0.000 0.596 1.9 1.7 26.16 0.000 0.555 1.9 1.6 26.42 0.000 0.515 1.8 1.5 26.68 0.000 0.475 1.8 1.5 26.94 0.000 0.438 1.7 1.4 27.2 0.000 0.402 1.6 1.3 27.46 0.000 0.368 1.5 1.3 27.72 0.000 0.336 1.4 1.2 27.98 0.000 0.305 1.4 1.1 28.24 0.000 0.276 1.3 1.1 28.5 0.000 0.248 1.2 1.0 28.76 0.000 0.222 1.1 1.0 29.02 0.000 0.198 1.0 0.9 29.28 0.000 0.177 0.9 0.8 29.54 0.000 0.157 0.8 0.8 29.8 0.000 0.140 0.7 0.7 30.06 0.000 0.125 0.6 0.7 30.32 0.000 0.111 0.6 0.7 30.58 0.000 0.098 0.5 0.6 30.84 0.000 0.087 0.5 0.6 31.1 0.000 0.077 0.4 0.6 31.36 0.000 0.068 0.4 0.5 31.62 0.000 0.060 0.3 0.5 31.88 0.000 0.053 0.3 0.5 32.14 0.000 0.046 0.3 0.4 32.4 0.000 0.041 0.2 0.4 32.66 0.000 0.036 0.2 0.3 32.92 0.000 0.031 0.2 0.3 33.18 0.000 0.027 0.2 0.3 33.44 0.000 0.024 0.1 0.2 33.7 0.000 0.021 0.1 0.2 33.96 0.000 0.018 0.1 0.2 34.22 0.000 0.016 0.1 0.2 34.48 0.000 0.014 0.1 0.1 34.74 0.000 0.012 0.1 0.1 35 0.000 0.011 0.1 0.1 35.26 0.000 0.010 0.1 0.1 35.52 0.000 0.008 0.0 0.1 35.78 0.000 0.007 0.0 0.1 36.04 0.000 0.006 0.0 0.1 36.3 0.000 0.006 0.0 0.1 36.56 0.000 0.005 0.0 0.0 P:\1 02-139\1 7377\Drainage\FloodRoutingl 7377.xis 7 of 18 9/15/2007 Detention Basin Inflow Hydrograph Hydrograph-10yr 24hr f+U 35 30 25 20 CY 15 10 5 0 - 4L .0 0 5 10 15 20 Time (hrs) PA1 02-139\1 7377\Dra inage\Flood Routing 1 7377.xls 8 25 30 35 7 6 5 4 Volume (ac -ft) 3 40 40 me Inflow (cfs) Outflow cfs Total Volume -Effective Storage 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # Tract 25yr24hr Total Mean Effective Outflow Time Volume Inflow Inflow Storage 102-139\1 73777 Effective (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft Total Max 37.490 7.44 47.88 0.64 2.40 12.88 4.02 0.000 0.000 0.0 0.0 0.06 0 0 0.000 0.000 0.0 0.0 0.31 0.0218 2.05 0.021 0.021 0.1 0.2 0.57 0,0654 2.06 0.044 0.063 0.3 0.5 0.83 0.1093 2.08 0.044 0.100 0.5 0.6 1.08 0.1535 2.09 0.043 0.132 0.7 0.7 1.34 0.1981 2.11 0.045 0.162 0.8 0.8 1.6 0.243 2.12 0.045 0.190 1.0 0.9 1.86 0.2882 2.14 0.046 0.215 1.1 0.9 2.11 0.3338 .2.15 0.044 0.237 1.2 1.0 2.37 0.3797 2.17 0.046 0.258 1.2 1.0 2.63 0.426 2.18 0.047 0.278 1.3 1.1 2.88 0.4726 2.21 0.045 0.297 1.3 1.1 3.14 0.5197 2.22 0.048 0.316 1.4 1.1 3.4 0.5671 2.24 0.048 0.334 1.4 1.2 3.66 0.615 2.26 0.048 0.352 1.5 1.2 3.91 0.6632 2.28 0.047 0.368 1.5 1.3 4.17 0.7119 2.3 0.049 0.385 1.5 1.3 4.43 0.761 2.33 0.050 0.402 1.6 1.3 4.68 0.8106 2.34 0.048 0.417 1.6 1.3 4.94 0.8607 2.37 0.051 0.433 1.7 1.4 5.2 0.9112 2.39 0.051 0.449 1.7 1.4 5.46 0.9623 2.42 0.052 0.464 1.7 1.4 5.71 1.0138 2.43 0.050 0.479 1.8 1.5 5.97 1.0659 2.47 0.053 0.493 1.8 1.5 6.23 1.1186 2.49 0.053 0.508 1.8 1.5 6.48 1.1718 2.52 0.052 0.522 1.8 1.6 6.74 1.2257 2.54 0.054 0.537 1.9 1.6 7 1.2801 2.58 0.055 0.552 1.9 1.6 7.26 1.3352 2.6 0.056 0.568 1.9 1.6 7.51 1.391 2.65 0.054 0.583 1.9 1.7 7.77 1.4475 2.67 0.057 0.599 1.9 1.7 8.03 1.5047 2.72 0.058 0.615 2.0 1.7 8.28 1.5627 2.74 0.056 0.631 2.0 1.7 8.54 1.6215 2.79 0.059 0.648 2.0 1.8 8.8 1.6811 2.82 0.060 0.666 2.0 1.8 9.06 1.7417 2.88 0.061 0.684 2.0 1.8 9.31 1.8031 2.91 0.060 0.701 2.1 1.9 9.57 1.8655 2.97 0.063 0.720 2.1 1.9 9.83 1.929 3 0.064 0.739 2.1 1.9 10.09 1,9935 3.07 0.065 0.759 2.1 2.0 10.34 2.0592 3.11 0.064 0.779 2.2 2.0 10.6 2.1262 3.19 0.068 0.800 2.2 2.1 10.86 2.1944 3.23 0.069 0.822 2.2 2.1 11.11 2.2641 3.32 0.068 0.844 2.2 2.1 11.37 2.3353 3.37 0.072 0.868 2.3 2.2 11.63 2.4081 3.48 0.074 0.893 2.3 2.2 P:\1 02-139\1 7377\Drainage\Flood Routing 1 7377.xis 9 of 18 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # 1 102-139\173771 Tract 17377 25yr24hr Total Mean Effective Outflow Effective Volume Inflow Inflow Storage Depth -Time (hr) (ac -ft) (cfs) ac -ft ac -ft cfs ft 11.89 2.4826 3.54 0.075 0.920 2.3 2.3 12.14 2.5584 3.6 0.074 0.946 2.3 2.3 12.4 2.6342 3.54 0.077 0.972 2.4 2.4 12.66 2.7111 3.69 0.078 0.999 2.4 2.4 12.91 2.7904 3.78 0.077 1.026 2.4 2.5 13.17 2.8727 3.97 0.083 1.058 2.5 2.5 13.43 2.9581 4.07 0.086 1.090 2.8 2.5 13.69 3.0473 4.32 0.090 1.121 3.0 2.6 13.94 3.1406 4.46 0.091 1.150 3.2 2.6 14.2 3.239 4.8 0.099 1.181 3.4 2.6 14.46 3.3431 5 0.105 1.212 3.7 2.7 14.71 3.4547 5.5 0.108 1.244 3.9 2.7 14.97 3.5751 5.82 0.122 1.281 4.2 2.8 15.23 3.7083 6.71 0.135 1.325 4.6 2.8 15.49 3.8577 7.35 0.151 1.378 5.0 2.9 15.74 4.0275 8.63 0.165 1.441 5.4 3.0 16 4.2384 11.23 0.213 1.537 6.2 3.1 16.26 4.8666 47.88 0.635 2.040 10.1 3.6 16.51 5.4532 7.32 0.570 2.402 12.9 4.0 16.77 5.5971 6.22 0.145 2.271 11.9 3.9 17.03 5.7188 5.23 0.123 2.139 10.8 3.7 17.29 5.8234 4.62 0.106 2.012 9.8 3.6 17.54 5.9171 4.19 0.091 1.900 9.0 3.5 17.8 6.0027 3.87 0.087 1.794 8.2 3.4 18.06 6.0822 3.61 0.080 1.699 7.4 3.2 18.31 6.1588 3.6 0.074 1.620 6.8 3.2 18.57 6.2334 3.42 0.075 1.549 6.3 3.1 18.83 6.3046 3.28 0.072 1.486 5.8 3.0 19.09 6.3729 3.15 0.069 1.431 5.4 2.9 19.34 6.4386 3.04 0.064 1.384 5.0 2.9 19.6 6.5021 2.94 0.064 1.341 4.7 2.8 19.86 6.5636 2.85 0.062 1.302 4.4 2.8 20.11 6.6232 2.77 0.058 1.270 4.1 2.8 20.37 6.6812 2.69 0.059 1.240 3.9 2.7 20.63 6.7377 2.62 0.057 1.213 3.7 2.7 20.89 6.7929 2.56 0.056 1.189 3.5 2.7 21.14 6.8467 2.5 0.052 1.169 3.4 2.6 21.4 6.8994 2.45 0.053 1.150 3.2 2.6 21.66 6.9509 2.4 0.052 1.133 3.1 2.6 21.91 7.0015 2.36 0.049 1.119 3.0 2.6 22.17 7.0511 2.31 0.050 1.105 2.9 2.6 22.43 7.0998 2.27 0.049 1.093 2.8 2.5 22.69 7.1476 2.23 0.048 1.082 2.7 2.5 22.94 7.1946 2.2 0.046 1.072 2.6 2.5 23.2 7.2409 2.16 0.047 1.063 2.5 2.5 23.46 7.2865 2.13 0.046 1.054 2.5 2.5 23.72 7.3314 2.1 0.045 1.046 2.4 2.5 23.97 7.3756 2.07 0.043 1.039 2.4 2.5 P:\1 02-1 39\1 7377\Drainage\Flood Routing 1 7377.xls 10 of 18 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # Tract 25yr24hr Total Mean Effective Outflow Time Volume Inflow Inflow Storage (hr) (ac -ft) (Cfs) ac -ft ac -ft cfs 24.23 7.4193 2.04 0. 24.49 7.441 0 0. 24.75 0. 25.01 0. 25.27 0. 25.53 0. 25.79 0. 26.05 0. 26.31 0. 26.57 0. 26.83 0. 27.09 0. 27.35 0. 27.61 0. 27.87 0. 28.13 0. 28.39 0 28.65 0 28.91 0 29.17 0 29.43 0 29.69 0 29.95 0 30.21 0 30.47 0 30.73 0 30.99 0 31.25 0 31.51 0 31.77 0 32.03 0 32.29 0 32.55 0 32.81 0 33.07 0 33.33 0 33.59 0 33.85 0 34.11 0 34.37 0 34.63 0 34.89 0 35.15 0 35.41 0 35.67 0 35.93 0 36.19 0 36.45 0 102-139\17377] Effective ft 044 1.031 2.4 2.5 022 1.000 2.4 2.4 000 0.949 2.3 2.3 000 0.899 2.3 2.2 000 0.849 2.2 2.1 000 0.801 2.2 2.1 000 0.754 2.1 2.0 000 0.709 2.1 1.9 000 0.664 2.0 1.8 000 0.621 2.0 1.7 000 0.578 1.9 1.7 000 0.538 1.9 1.6 000 0.498 1.8 1.5 000 0.459 1.7 1.4 000 0.422 1.6 1.4 000 0.387 1.5 1.3 .000 0.354 1.5 1.2 .000 0.322 1.4 1.2 .000 0.292 1.3 1.1 .000 0.264 1.3 1.0 .000 0.237 1.2 1.0 .000 0.211 1.1 0.9 .000 0.188 1.0 0.9 .000 0.168 0.9 0.8 .000 0.150 0.8 0.8 .000 0.133 0.7 0.7 .000 0.118 0.6 0.7 .000 0.105 0.6 0.6 .000 0.093 0.5 0.6 .000 0.083 0.4 0.6 .000 0.073 0.4 0.6 .000 0.064 0.4 0.5 .000 0.057 0.3 0.5 .000 0.050 0.3 0.5 .000 0.044 0.3 0.4 .000 0.038 0.2 0.4 .000 0.034 0.2 0.3 .000 0.029 0.2 0.3 .000 0.026 0.1 0.2 .000 0.023 0.1 0.2 .000 0.020 0.1 0.2 .000 0.017 0.1 0.2 .000 0.015 0.1 0.1 .000 0.013 0.1 0.1 .000 0.012 0.1 0.1 .000 0.010 0.1 0.1 .000 0.009 0.1 0.1 .000 0.008 0.0 0.1 P:\1 02-139\1 7377\Drainage\Flood Routing 1 7377.xls 11 of 18 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # 102-139\17 77 Tract 17377 25yr 24hr Total Mean Effective uumow E-Hed ve Time Volume Inflow Inflow Storage Depth (hr) (ac -ft) (Cfs) ac -ft ac -ft Cfs ft 36.71 0.000 0.007 0.0 0.1 36.97 0.000 0.006 0.0 0.1 37.23 0.000 0.005 0.0 0.1 37.49 0.000 0.005 0.0 0.0 PAI 02-139\1 7377\Drainage\FloodRoutingl 7377.xls 12 of 18 9/15/2007 01 -M 40 030 Cy 20 10 101 Detention Basin Inflow Hydrograph Hydrograph-25yr 24hr 0 5 10 15 20 25 30 35 40 Time (hrs) PA1 02-139\1 7377\Drainage\FloodRoutingl 7377.xls 13 9/15/2007 7 --6 5 4 Volume (ac -ft) 3 Inflow(cfs) Outflow cfs 2 Total Volume Effective Storage 0 5 10 15 20 25 30 35 40 Time (hrs) PA1 02-139\1 7377\Drainage\FloodRoutingl 7377.xls 13 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # Tract 17377 100yr24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage epth (hr) (ac -ft) (cfs) ac -ft ac -ft Cfs ft Total Max 37.890 10.33 63.72 0.83 3.01 17.09 4.69 0.000 0,000 0.0 0.0 0.03 0 0 0.000 0.000 0.0 0.0 0.28 0.0312 2.98 0.031 0.031 0.2 0.3 0.54 0.094 3.01 0.064 0.091 0.5 0.6 0.79 0.1571 3.02 0.062 0.144 0.7 0.7 1.04 0.2206 3.05 0.063 0.191 1.0 0.9 1.3 0.2846 3.06 0.066 0.236 1.2 1.0 1.55 0.3489 3.09 0.064 0.275 1.3 1.1 1.8 0.4138 3.1 0.064 0.312 1.4 1.1 2.06 0.4791 3.13 0.067 0.350 1.5 1.2 2.31 0.5448 3.15 0.065 0.385 1.5 1.3 2.56 0.611 3.18 0.065 0.418 1.6 1.4 2.82 0.6777 3.19 0.068 0.452 1.7 1.4 3.07 0.745 3.22 0.066 0.483 1.8 1.5 3.33 0.8127 3.24 0.069 0.514 1.8 1.5 3.58 0.8809 3.28 0.067 0.544 1.9 1.6 3.83 0.9498 3.29 0.068 0.573 1.9 1.6 4.09 1.0191 3.33 0.071 0.604 1.9 1.7 4.34 1.0891 3.35 0.069 0.633 2.0 1.8 4.59 1.1596 3.39 0.070 0.661 2.0 1.8 4.85 1.2308 3.41 0.073 0.691 2.1 1.9 5.1 1.3026 3.45 0.071 0.720 2.1 1.9 5.35 1.375 3.47 0.071 0.748 2.1 2.0 5.61 1.4481 3.51 0.075 0.777 2.2 2.0 5.86 1.5219 3.53 0.073 0.805 2.2 2.1 6.11 1.5965 3.58 0.073 0.834 2.2 2.1 6.37 1.6717 3.61 0.077 0.863 2.3 2.2 6.62 1.7478 3.66 0.075 0.892 2.3 2.2 6.87 1.8247 3.68 0.076 0.920 2.3 2.3 7.13 1.9024 3.74 0.080 0.950 2.3 2.3 7.38 1.9809 3.76 0.077 0.980 2.4 2.4 7.63 2.0604 3.82 0.078 1.009 2.4 2.4 7.89 2.1408 3.85 0.082 1.039 2.4 2.5 8.14 2.2221 3.92 0.080 1.069 2.6 2.5 8.4 2.3045 3.95 0.085 1.098 2.8 2.6 8.65 2.388 4.02 0.082 1.122 3.0 2.6 8.9 2.4726 4.06 0.083 1.144 3.2 2.6 9.16 2.5583 4.13 0.088 1.164 3.3 2.6 9.41 2.6453 4.17 0.086 1.181 3.4 2.7 9.66 2.7336 4.26 0.087 1.197 3.6 2.7 9.92 2.8232 4.3 0.092 1.212 3.7 2.7 10.17 2.9143 4.4 0.090 1.226 3.8 2.7 10.42 3.0069 4.45 0.091 1.239 3.9 2.7 10.68 3.1012 4.55 0.097 1.252 4.0 2.7 10.93 3.1972 4.61 0.095 1.264 4.1 2.7 11.18 3.295 4.73 0.096 1.276 4.2 2.8 11.44 3.3948 4.8 0.102 1,289 4.3 2.8 P:\1 02-139\1 7377\Drainage\FloodRoutingl 7377.xis 14 of 18 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # 4.94 0.101 Tract 17377 100yr24hr 11.94 3.6009 Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage 2.8 Depth (hr) (ac -ft) 4.82 ft 11.69 3.4967 4.94 0.101 1.301 4.4 2.8 11.94 3.6009 5.01 0.103 1.314 4.5 2.8 12.2 3.704 4.82 0.106 1.323 4.5 2.8 12.45 3.8042 4.74 0.099 1.328 4.6 2.8 12.7 3.9057 4.95 0.100 1.334 4.6 2.8 12.96 4.0105 5.06 0.108 1.342 4.7 2.8 13.21 4.1193 5.32 0.107 1.352 4.8 2.8 13.47 4.2323 5.47 0.116 1.366 4.9 2.9 13.72 4.3503 5.8 0.116 1.382 5.0 2.9 13.97 4.4739 5.99 0.122 1.401 5.1 2.9 14.23 4.6042 6.44 0.134 1.424 5.3 2.9 14.48 4.742 6.72 0.136 1.450 5.5 3.0 14.73 4.89 7.4 0.146 1.482 5.8 3.0 14.99 5.0497 7.84 0.164 1.522 6.1 3.0 15.24 5.2266 9.05 0.174 1.571 6.4 3.1 15.49 5.4254 9.93 0.196 1.634 6.9 3.2 15.75 5.6518 11.69 0.232 1.718 7.6 3.3 16 5.9522 16.98 0.296 1.857 8.6 3.4 16.25 6.7975 63.72 0.834 2.513 13.7 4.1 16.51 7.5679 9.82 0.790 3.007 17.1 4.7 16.76 7.7586 8.38 0.188 2.842 16.3 4.5 17.01 7.92 7.03 0.159 2.665 14.9 4.3 17.27 8.0587 6.21 0.142 2.486 13.5 4.1 17.52 8.1827 5.63 0.122 2.329 12.3 3.9 17.77 8.296 5.19 0.112 2.187 11.2 3.8 18.03 8.401 4.84 0.108 2.054 10.2 3.6 18.28 8.5051 5.09 0.103 1.946 9.3 3.5 18.53 8.6094 4.86 0.103 1.856 8.6 3.4 18.79 8.7092 4.67 0.102 1.773 8.0 3.3 19.04 8.8053 4.5 0.095 1.703 7.5 3.3 19.3 8.8979 4.35 0.095 1.638 7.0 3.2 19.55 8.9876 4.21 0.088 1.583 6.5 3.1 19.8 9.0746 4.09 0.086 1.533 6.2 3.1 20.06 9.1592 3.98 0.087 1.488 5.8 3.0 20.31 9.2416 3.88 0.081 1.449 5.5 3.0 20.56 9.322 3.79 0.079 1.415 5.2 2.9 20.82 9.4006 3.71 0.081 1.383 5.0 2.9 21.07 9.4774 3.63 0.076 1.355 4.8 2.9 21.32 9.5527 3.56 0.074 1.331 4.6 2.8 21.58 9.6266 3.49 0.076 1.308 4.4 2.8 21.83 9.699 3.43 0.071 1.288 4.3 2.8 22.08 9.7702 3.37 0.070 1.270 4.1 2.8 22.34 9.8401 3.31 0.072 1.253 4.0 2.7 22.59 9.9089 3.26 0.068 1.238 3.9 2.7 22.84 9.9767 3.21 0.067 1.225 3.8 2.7 23.1 10.0434 3.16 0.068 1.212 3.7 2.7 23.35 10.1091 3.12 0.065 1.201 3.6 2.7 23.61 10.174 3.07 0.067 1.190 3.5 2.7 P:\1 02-139\1 7377\Drainage\Flood Routing 1 7377.xls 15 of 18 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # Tract 17377 100yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage epth (hr) (ac -ft) (Cfs) ac -ft ac -ft Cfs ft 23.86 10.2379 3.03 0.063 1.180 3.4 2.6 24.11 10.301 2.99 0.062 1.171 3.4 2.6 24.37 10.3324 0 0.032 1.131 3.1 2.6 24.63 0.000 1.065 2.6 2.5 24.89 0.000 1.010 2.4 2.4 25.15 0.000 0.958 2.4 2.3 25.41 0.000 0.908 2.3 2.2 25.67 0.000 0.858 2.2 2.2 25.93 0.000 0.810 2.2 2.1 26.19 0.000 0.763 2.1 2.0 26.45 0.000 0.717 2.1 1.9 26.71 0.000 0.672 2.0 1.8 26.97 0.000 0.629 2.0 1.7 27.23 0.000 0.586 1.9 1.7 27.49 0.000 0.545 1.9 1.6 27.75 0.000 0.505 1.8 1.5 28.01 0.000 0.466 1.7 1.4 28.27 0.000 0.429 1.6 1.4 28.53 0.000 0.393 1.6 1.3 28.79 0.000 0.360 1.5 1.2 29.05 0.000 0.328 1.4 1.2 29.31 0.000 0.298 1.3 1.1 29.57 0.000 0.269 1.3 1.1 29.83 0.000 0.242 1.2 1.0 30.09 0.000 0.216 1.1 0.9 30.35 0.000 0.193 1.0 0.9 30.61 0.000 0.172 0.9 0.8 30.87 0.000 0.153 0.8 0.8 31.13 0.000 0.136 0.7 0.7 31.39 0.000 0.121 0.6 0.7 31.65 0.000 0.107 0.6 0.6 31.91 0.000 0.095 0.5 0.6 32.17 0.000 0.084 0.5 0.6 32.43 0.000 0.075 0.4 0.6 32.69 0.000 0.066 0.4 0.5 32.95 0.000 0.058 0.3 0.5 33.21 0.000 0.051 0.3 0.5 33.47 0.000 0.045 0.3 0.4 33.73 0.000 0.039 0.2 0.4 33.99 0.000 0.034 0.2 0.3 34.25 0.000 0.030 0.2 0.3 34.51 0.000 0.026 0.2 0.3 34.77 0.000 0.023 0.1 0.2 35.03 0.000 0.020 0.1 0.2 35.29 0.000 0.018 0.1 0.2 35.55 0,000 0.016 0.1 0.1 35.81 0.000 0.014 0.1 0.1 36.07 0.000 0.012 0.1 0.1 P:\102-139\17377\Drainage\FloodRoutingl7377.xls 16 of 18 9/15/2007 Date 9/14/07 DETENTION BASIN ROUTING Job # Tract 17377 100yr 24hr Total Mean Effective Outflow Effective Time Volume Inflow Inflow Storage Depth (h r) (ac -ft) (Cfs) ac -ft ac -ft cfs ft 36.33 0.000 0.011 0.1 0.1 36.59 0.000 0.009 0.1 0.1 36.85 0.000 0.008 0.0 0.1 37.11 0.000 0.007 0.0 0.1 37.37 0.000 0.006 0.0 0.1 37.63 0.000 0.005 0.0 0.1 37.89 0.000 0.005 0.0 0.0 P:\1 02-139\1 7377\Drainage\FloodRoutingl 7377.xls 17 of 18 9/15/2007 70 50 40 01 20 10 a 0 I PAII 02-139\1 73 77\Dra inage\Flood Routing 1 7377.xls Detention Basin Inflow Hydrograph Hydrograph-100yr 24hr 0 00 ft WA is MW M F� 10 8 6 Volume (ac -ft) 4 2 Inflow (cfs) Outflow cfs -Total Volume 10 15 20 25 Time (hrs) 18 9/15/2007 SECTION M MISCELLANEOUS HYDRAULIC CALCULATIONS MADOLE & ASSOCIATES, INC. Job Civil Engineers -Land Surveyors -Planners (tt Sheet No. of Date 10601 Church Street Suite 107 Calculated by: Date Rancho Cucamonga, CA 91730 Checked by: Scale (909)948-1311 fax948-8464 HYDRAULIC SECTION FOR PIPE **112 Q K (s) **2 s (Q/K) (cfs) �!AM. (in. K Sf — 7 --TO-060285 —CO -03921575 63 42 63 36 666.93811 0.00892298 63 48 1436.3342 0.001923845 50 42 1006.0285 0.002470128 50 36 666.93811 0.005620422 2-8 30 410.1 634 4323 28 36 66.93811 0.00176256T 1 23 30 _Zi 0-1 4�2 _3 0.0 0 31447 3 9 15 24 226.20846 0.004397085 K -66.9 3811 0.005620 4 0.1 4323 0.004660 r24 — 13 24 226.20846 0.003302699 7 18 105.03617 0.00444138 8 0 48 1436.3342 0 Ufflen"I�My 00cumt��C.1-1.b.n.\Ppe-BOX Hydrautcs�h�draulic--sectlol-D'Pe X!_T I of I Pt.d. 1.38 PM -2/3/2006 26 24 Z 2( 1 r-) ' z 0 L) Lu cn m Lu 1L. w Lu u - z L) ui x ui STONE WEIGHT, IN POUNDS 4000 5 20 60 200 600 1000 2000 - - . - -n Ann Ann 1500 3000 5000 0 1 2 0 EQUIVALENT SPHERICAL DIAMETER OF STONE, IN FEET FIGUREII-C-1. RIPRAP SIZE FOR USE DOWNSTREAM OF ENERGY DISSIPATORS FROM REFERENCE II -C-1. -r T - Q 0100 WS = 87.7' .CONCRETE DROP INLET N. TS MADOLE & ASSOCIATES, INC. CONSULTING CIVIL ENONEERS A� A� A6 AVAINIF AND LAND PLANNERS 760-A S. ROCHESTER AVENUE ONTARIO, CA 91761 (909) 937-9151 P:\763-1911\Drainaae\SDillway.dwa. 6/19/2006 10:54:28 AM. TN. TN J.- 1 A A 6. 0' 71. 0' 6. 0' PLAN VIEW TB. =89.7' W " -. TB. =89.7' SPILL WAY CREST =877' 6.0, 71. 0' 6. 0' SECTION A -A EMERGENCY SPILLWAY DETAIL N. TS MADOLE & ASSOCIATES, INC. CONSULTING C14L ENGINEERS AND LAND PLANNERS 750-A S. ROCHESTER AVENUE ONTARIO, CA 91761 (909) 957-9151 P:\763-1911\Drainaae\SDillway.dwa. 6/19/2006 10:54:28 AM. TN. TN FILE: D-control83-85.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 4- 2-2007 Time: 3:37:49 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 3 0 .000 3.000 3.660 .000 .000 .00 CD 3 2 0 .000 .670 .500 .00 CD 4 4 1 1.670 CD 5 1 0 .000 6.500 50.000 3.000 3.000 .00 W S P G W PAGE NO I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE NO 2 IS - HYDRAULIC CALCULATION HEADING LINE No 3 IS - LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 81.000 1 83.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1184.870 81.920 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1227.900 82.140 1 .013 54.788 -45.000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1300.640 82.500 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1300.640 82.500 2 .500 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1306.140 82.530 2 4 0 .013 .001 .000 85.530 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A WALL EXIT U/S DATA STATION INVERT SECT 1306.140 82.530 2 WARNING ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1306.640 82.530 3 .013 .000 .000 .000 0 ELEMENT NO 9 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1306.640 82.530 5 .500 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1356.640 82.880 5 .013 .000 .000 .000 0 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1356.640 82.880 5 82.880 FILE: D -cont 33-85.WSW W S P G W - CIVILDESIGN Version 1 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:57 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1000.000 81.000 2.000 83.000 .30 .07 .00 83.00 .00 .18 2.00 2.500 .000 .00 1 .0 19.048 .0050 .0000 .00 2.00 .01 .18 .013 .00 .00 PIPE 1019.048 81.095 1.905 83.000 .30 .07 .00 83.00 .00 .18 2.13 2.500 .000 .00 1 .0 17.242 .0050 .0000 .00 1.91 .01 .18 .013 .00 .00 PIPE 1036.290 81.181 1.819 83.000 .30 .08 .00 83.00 .00 .18 2.23 2.500 .000 .00 1 .0 15.815 .0050 .0000 .00 1.82 .01 .18 .013 .00 .00 PIPE 1052.105 81.259 1.741 83.000 .30 .08 .00 83.00 .00 .18 2.30 2.500 .000 .00 1 .0 14.649 .0050 .0000 .00 1.74 .01 .18 .013 .00 .00 PIPE 1066.754 81.332 1.668 83.000 .30 .09 .00 83.00 .00 .18 2.36 2.500 .000 .00 1 .0 13.685 .0050 .0000 .00 1.67 .01 .18 .013 .00 .00 PIPE 1080.439 81.400 1.600 83.000 .30 .09 .00 83.00 .00 .18 2.40 2.500 .000 .00 1 .0 12.821 .0050 .0000 .00 1.60 .01 .18 .013 .00 .00 PIPE 1093.259 81.464 1.536 83.000 .30 .10 .00 83.00 .00 .18 2.43 2.500 .000 .00 1 .0 12.097 .0050 .0000 .00 1.54 .01 .18 .013 .00 .00 PIPE 1105.356 81.524 1.476 83.000 .30 .10 .00 83.00 .00 .18 2.46 2.500 .000 .00 1 .0 11.414 .0050 .0000 .00 1.48 .02 .18 .013 .00 .00 PIPE 1116.770 81.581 1.419 83.000 .30 .10 .00 83.00 .00 .18 2.48 2.500 .000 .00 1 .0 10.831 .0050 .0000 .00 1.42 .02 .18 .013 .00 .00 PIPE ow " Am on FILE: D -cont 33-85.wsw win 0M In 1= *M W S P G W - CIVILDESIGN Version Program Package Serial Number: 1818 PAGE 2 WATER SURFACE PRCIFTIE TRACT 17377 Date: 4- 2-2007 Time: 3:37:57 HYDRAULIC CALCULATION LINE ID1 BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert Depth Water Q Vel Vel Energy I Super ICriticalIFloW ToplHeight/lBase Wtj Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev Depth I Width IDia.-FTIor I.D.1 ZL L/Elem. ICh Slope SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Falll ZR 1127.601 81.635 1.365 83.000 .30 .00 83.00 .00 .18 2.49 2.500 .000 1 .00 10.288 .0050 1137.889 81.686 1.314 83.000 .0000 .00 1.37 .02 .18 .013 .00 .00 -I- -I- -I- -1- .30 .12 .00 83.00 .00 .18 2.50 2.500 .000 .00 9.786 .0050 - .0000 .00 1.31 .02 .18 .013 .00 .00 1147.675 81.735 1.265 83.000 .30 .12 .00 83.00 .00 .18 2.50 2.500 .000 .00 9.323 .0050 - - .0000 .00 1.27 .02 .18 .013 .00 .00 1156.998 81.781 1.219 83.000 .30 .13 .00 83.00 .00 .18 2.50 2.500 .000 .00 8.881 .0050 - .0000 .00 1.22 .02 .18 .013 .00 .00 1165.880 81.825 1.175 83.000 .30 .13 .00 83.00 .00 .18 2.50 2.500 .000 .00 8.499 .0050 - .0000 .00 1.17 .02 .18 .013 .00 .00 1174.379 81.868 1.132 83.000 .30 .14 .00 83.00 .00 .18 2.49 2.500 .000 .00 8.138 .0050 I I 1 .0000 .00 1.13 .03 .18 .013 .00 .00 1182.517 81.908 1.092 83.000 .30 .15 .00 83.00 .00 .18 2.48 2.500 .000 .00 2.353 .0050 - .0000 .00 1.09 .03 .18 .013 .00 .00 1184.870 81.920 1.081 83.001 .30 .15 .00 83.00 .00 .18 2.48 2.500 .000 .00 7.501 .0051 -1- -1- -1- -1- -1- -1- .0000 .00 1.08 .03 .18 .013 .00 .00 1192.371 81.958 1.042 83.001 .30 .16 .00 83.00 .00 .18 2.47 2.500 .000 .00 7.157 .0051 .0000 .00 1.04 .03 .18 .013 .00 .00 INo Wth jPrs/Pip IType Ch 1 1 .0 1 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 1- PIPE .1 .0 PIPE FILE: D -cont 33-85.WSW W S P G W - CIVILDESIGN Version I. PAGE 3 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:57 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert Depth I Water I Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1199.528 81.995 1.006 83.001 .30 .16 .00 83.00 .00 .18 2.45 2.500 .000 .00 1 .0 6.883 .0051 .0000 .00 1.01 .03 .18 013 .00 00 PIPE 1206.412 82.030 .9�1 83.001 .30 .17 .00 83.00 .00 .18 2.44 2.500 .000 .00 1 .0 6.609 .0051 .0000 .00 .97 .04 18 013 .00 00 PIPE 1213.021 82.064 .937 83.001 .30 .18 .00 83.00 .00 .18 2.42 2.500 .000 .00 1 .0 6.335 .0051 .0000 .00 .94 .04 .18 .013 .00 .00 PIPE 1219.357 82.096 .904 83.001 .30 .19 .00 83.00 .00 .18 2.40 2.500 .000 .00 1 .0 6.081 .0051 .0000 .00 .90 .04 .18 .013 .00 .00 PIPE 1225.438 82.127 .873 83.001 .30 .20 .00 83.00 .00 .18 2.38 2.500 .000 .00 1 .0 2.463 .0051 .0000 .00 .87 .04 .18 .013 .00 .00 PIPE 1227.900 82.140 .861 83.001 .30 .20 .00 83.00 .00 .18 2.38 2.500 .000 .00 1 .0 5.958 .0049 .0000 .00 .86 .04 .18 013 .00 00 PIPE 1233.858 82.169 .831 83.001 .30 .21 .00 83.00 .00 .18 2.36 2.500 .000 .00 1 .0 5.716 .0049 .0000 .00 .83 .05 .18 .013 .00 .00 PIPE 1239.574 82.198 .803 83.001 .30 .22 .00 83.00 .00 .18 2.33 2.500 .000 .00 1 .0 5.514 .0049 .0000 .00 .80 .05 .18 .013 .00 .00 PIPE 1245.087 82.225 .776 83.001 .30 .23 .00 83.00 .00 .18 2.31 2.500 .000 .00 1 .0 5.291 .0049 .0000 .00 .78 .05 .18 .013 .00 .00 PIPE FILE: D -cont j3-85.WSW W S P G W - CIVILDESIGN Version I PAGE 4 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:57 TRACT 17377 HYDRAULIC CALCULATION LINE ID' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INO Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-FaIll ZR IType Ch 1250.378 82.251 .750 83.001 .30 .24 .00 83.00 .00 .18 2.29 2.500 .000 .00 1 .0 5.109 .0049 '0000 .00 .75 .06 .18 .013 .00 .00 PIPE 1255.487 82.277 .724 83.001 .30 .116 .00 83.00 .00 .18 2.27 2.500 .000 .00 1 .0 4.907 .0049 .0000 .00 .72 .06 .18 .013 .00 .00 PIPE 1260.394 82.301 .700 83.001 .30 .27 .00 B3.00 .00 .18 2.24 2.500 .000 .00 1 .0 4.745 .0049 .0000 .00 .70 .07 .18 .013 .00 .00 PIPE 1265.139 82.324 .676 83.001 .30 .28 .00 83.00 .00 .18 2.22 2.500 .000 .00 1 .0 4.563 .0049 .0000 .00 .68 .07 .18 .013 .00 .00 PIPE 1269.701 82.347 .654 83.001 .30 .29 .00 83.00 .00 .18 2.20 2.500 .000 .00 1 .0 4.380 .0049 .0000 .00 .65 .08 .18 .013 .00 .00 PIPE 1274.082 82.369 .632 83.001 .30 .31 .00 83.00 .00 .18 2.17 2.500 .000 .00 1 .0 4.238 .0049 .0000 .00 .63 .08 .18 .013 .00 .00 PIPE 1278.320 82.390 .611. 83.001 .30 .32 .00 83.00 .00 .18 2.15 2.500 .000 .00 1 .0 4.097 .0049 .0000 .00 .61 .09 .18 .013 .00 .00 PIPE 1282.417 82.410 .591 83.001 .30 .34 .00 83.00 .00 .18 2.12 2.500 .000 .00 1 .0 3.934 .0049 .0000 .00 .59 .09 .18 .013 .00 .00 PIPE 1286.351 82.429 -I- .571 -I- 83.001 -I- .30 -I- .36 -I- .00 -I- 83.00 .00 .18 2.10 2.500 .000 .00 1 .0 -I- 3.813 .0049 .0000 -I- .00 -I- .57 -I- .10 -I- .18 -I- .013 -I- .00 .00 I- PIPE FILE: D -cont 33-85.WSW W S P G W - CIVILDESIGN Version 1. PAGE 5 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:57 TRACT 17377 HYDRAULIC CALCULATION LINE IDI BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1290.164 82.448 .552 83.001 .30 .37 .00 83.00 .00 .18 2.07 2.500 .000 .00 1 .0 3.651 .0049 .0001 .00 .55 .11 .18 013 .00 00 PIPE 1293.815 82.466 .534 83.001 .30 .39 .00 83.00 .00 .18 2.05 2.500 .000 .00 1 .0 3.549 .0049 .0001 .00 .53 .11 .18 013 .00 00 PIPE 1297.364 82.484 .517 83.000 .30 .41 .00 83.00 .00 .18 2.02 2.500 .000 .00 1 .0 3.276 .0049 .0001 .00 .52 .12 .18 .013 .00 .00 PIPE WALL ENTRANCE 1300.640 82.500 .506 83.006 .30 .16 .00 83.01 .00 .06 3.66 3.000 3.660 .00 0 .0 JUNCT STR .0055 .0000 .00 .51 04 013 .00 00 BOX 1306.140 82.530 .475 83.005 .30 .17 .00 83.01 .00 .06 3.66 3.000 3.660 .00 0 .0 WALL EXIT 1306.140 82.530 .476 83.006 .30 1.26 .02 83.03 .00 .22 .50 .670 .500 .00 0 .0 .500 .0000 .0014 .00 .48 .32 .00 013 .00 00 RECTANG 1306.640 82.530 .477 83.007 .30 1.26 .02 83.03 .00 .22 .50 .670 .500 .00 0 .0 WALL ENTRANCE 1306.640 82.530 .524 83.054 .30 .01 .00 83.05 .00 .01 53.14 6.500 50.000 3.00 0 3.386 .0070 .0000 .00 .52 .00 .01 .013 .00 3.00 TRAP FILE: D -cont 33-85.WSW W S P G W - CIVILDESIGN Version I PAGE 6 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:57 TRACT 17377 HYDRAULIC CALCULATION LINE IDI BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station -I- I Elev I (FT) I Elev I (CFS) I -I- (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem -I- ICh Slope -I- I I -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthIFroude -I- NINorm -I- Dp -I- I 'IN" -1- I X-Fallj ZR -1 IType Ch 1310.026 82.554 .500 83.054 .30 .01 .00 83.05 .00 .01 53.00 6.500 50.000 3.00 0 .0 3.237 .0070 .0000 .00 .50 .00 01 013 .00 3.00 TRAP 1313.263 I 82.576 I I .478 I 83.054 I .30 .01 I .00 I 83.05 I .00 .01 52.87 6.500 I I 50.000 3.00 0 .0 3.094 .0070 .0000 .00 .48 .00 01 013 .00 3.00 TRAP 1316.357 I 82.598 I .456 I I 83.054 I .30 .01 I .00 83.05 I .00 .01 52.74 6.500 I I 50.000 3.00 0 .0 2.957 .0070 .0000 .00 .46 .00 .01 .013 .00 3.00 TRAP 1319.314 I 82.619 .435 83.054 .30 .01 I .00 83.05 I .00 .01 I 52.61 6.500 I I 50.000 3.00 0 .0 2.826 .00*70 .0000 .00 .44 .00 .01 .013 .00 3.00 TRAP 1322.140 I 82.639 I .416 I 83.054 I I .30 .01 I .00 83.05 I .00 .01 I 52.49 6.500 I I 50.000 3.00 0 .0 2.700 .0070 .0000 .00 .42 .00 01 013 .00 3.00 TRAP 1324.840 I 82.657 I .397 I I 83.054 I .30 .01 I .00 83.05 I .00 .01 52.38 I 6.500 I 50.000 3.00 0 .0 2.580 .0070 .0000 .00 .40 .00 .01 .013 .00 3.00 TRAP 1327.421 I 82.675 I .379 I I 83.054 I .30 .02 I .00 83.05 I .00 .01 I 52.27 I 6.500 I 50.000 3.00 0 .0 2.465 .0070 .0000 .00 .38 .00 .01 .013 .00 3.00 TRAP 1329.886 I 82.693 I .361 I 83.054 I I .30 .02 I .00 I 83.05 I .00 .01 I 52.17 I 6.500 I 50.000 3.00 0 .0 2.355 .0070 .0000 .00 .36 .00 .01 .013 .00 3.00 TRAP 1332.241 I 82.709 I .345 I 83.054 I I .30 .02 I .00 I 83.05 I .00 .01 I 52.07 I 6.500 I 50.000 3.00 0 .0 2.250 .0070 .0000 .00 .34 .01 .01 .013 .00 3.00 TRAP FILE: D -cont 33-85.WSW W S P G W - CIVILDESIGN Version I. PAGE 7 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:57 TRACT 173V7 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1334.490 82.725 .329 83.054 .30 .02 .00 83.05 .00 .01 51.98 6.500 50.000 3.00 0 .0 2.149 .0070 A000 .00 .33 .01 .01 013 .00 3.00 TRAP I 1336.639 82.740 I .314 I 83.054 I I .30 .02 I .00 I 83.05 I .00 .01 51.88 6.500 I 50.000 3.00 0 .0 2.052 .0070 .0000 .00 .31 .01 01 013 .00 3.00 TRAP I 1338.691 82.754 I .300 I 83.054 I I .30 .02 I .00 I 83.05 I .00 .01 51.80 6.500 I 50.000 3.00 0 .0 1.960 .0070 .0000 .00 .30 .01 01 013 .00 3.00 TRAP I 1340.651 82.768 I .286 I 83.054 I I .30 .02 I .00 I 83.05 I .00 .01 51.72 6.500 I 50.000 3.00 0 .0 1.872 .0070 .0000 .00 .29 .01 .01 .013 .00 3.00 TRAP I 1342.522 82.781 .273 83.054 .30 .02 I .00 I 83.05 I .00 .01 51.64 I 6.500 I 50.000 3.00 0 .0 1.787 .0070 .0000 .00 .27 .01 .01 013 .00 3.00 TRAP 1344.309 82.794 .260 83.054 .30 .02 .00 83.05 .00 .01 51.56 6.500 50.000 3.00 0 .0 1.706 .0070 .0000 .00 .26 .01 .01 .013 .00 3.00 TRAP I 1346.016 82.806 I .248 I 83.054 I I .30 .02 I .00 I 83.05 I .00 .01 51.49 I 6.500 I I 50.000 3.00 0 .0 1.629 .0070 .0000 .00 .25 .01 01 013 .00 3.00 TRAP I 1347.645 82.817 I .237 I 83.054 I I .30 .02 I .00 I 83.05 I .00 .01 51.42 6.500 I I 50.000 3.00 0 ..0 1.555 .0070 .0000 .00 .24 .01 01 013 .00 3.00 TRAP I 1349.200 82.828 I .226 I 83.054 I I .30 .03 I .00 I 83.05 I .00 .01 51.36 6.500 I 1 50.000 3.00 1 0 .0 1.485 .00,70 .0000 .00 .23 .01 .01 .013 .00 3.00 TRAP FILE: D -cont 33-85.WSW W S P G W - CIVILDESIGN Version 1. PAGE 8 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:57 TRACT 17377 HYDRAULIC CALCULATION LINE IDI BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station Elev (FT) I Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width [Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem JCh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp, I "N" I X-Fallj ZR IType Ch 1350.685 82.838 .216 83.054 .30 .03 .00 83.05 .00 .01 51.29 6.500 50.000 3.00 0 .0 1.417 .0070 .0000 .00 .22 .01 .01 .013 .00 3.00 TRAP 1352.102 I I 82.848 I .206 I 83.054 I .30 I .03 .00 I 83.05 I .00 .01 I 51.24 I 6.500 I 50.000 3.00 0 .0 1.353 .0070 .0000 .00 .21 .01 .01 .013 .00 3.00 TRAP 1353.455 I I 82.858 .196 I I 83.054 I .30 I .03 .00 I 83.05 I .00 .01 I 51.18 I 6.500 I 50.000 3.00 0 .0 1.291 .0070 .0000 .00 .20 .01 .01 .013 .00 3.00 TRAP 1354.747 I I 82.867 .187 I I 83.054 I .30 I .03 .00 I 83.05 I .00 .01 I 51.12 I 6.500 I 50.000 3.00 0 .0 1.233 .0070 .0000 .00 .19 .01 .01 013 .00 3.00 TRAP 1355.979 I I 82.875 .179 I I 83.054 I .30 I .03 .00 I 83.05 I .00 .01 I 51.07 I 6.500 I 50.000 3.00 0 .0 .661 .0070 .0000 .00 .18 .01 .01 .013 .00 3.00 TRAP 1356.640 I I 82.880 .174 I I 83.054 I .30 I .03 .00 I 83.05 I .00 .01 I 51.05 I 6.500 I 50.000 3.00 0 .0 FILE: D -cont 33-85.WSW W S P G W - CIVILDESIGN Version I PAGE I Program Package Serial Humber: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1000.000 81.000 2.000 83.000 1.20 .29 .00 83.00 .00 .36 2.00 2.500 .000 .00 1 .0 19.058 .0050 .0000 .00 2.00 .03 .35 013 .00 00 PIPE 1019.058 81.095 1.905 83.000 1.20 .30 .00 83.00 .00 .36 2.13 2.500 .000 .00 1 .0 17.250 .0050 .0000 .00 1.91 .04 35 013 .00 00 PIPE 1036.308 81.181 1.819 83.000 1.20 .31 .00 83.00 .00 .36 2.23 2.500 .000 .00 1 .0 15.821 .0050 .0000 .00 1.82 .04 .35 .013 .00 .00 PIPE 1052.129 81.259 l.741 83.000 1.20 .33 .00 83.00 .00 .36 2.30 2.500 .000 .00 1 .0 14.654 .0050 .0000 .00 1.74 .05 .35 013 .00 00 PIPE 1066.783 81.332 1.668 83.000 1.20 .35 .00 83.00 .00 .36 2.36 2.500 .000 .00 1 .0 13.688 .0050 .0000 .00 1.67 .05 35 013 .00 00 PIPE 1080.471 81.400 1.600 83.000 1.20 .36 .00 83.00 .00 .36 2.40 2.500 .000 .00 1 .0 12.823 .0050 .0000 .00 1.60 .05 35 013 .00 00 PIPE 1093.294 81.464 1.536 83.000 1.20 .38 .00 83.00 .00 .36 2.43 2.500 .000 .00 1 .0 12.098 .0050 .0000 .00 1.54 .06 35 013 .00 00 PIPE 1105.391 81.524 1.476 83.000 1.20 .40 .00 83.00 .00 .36 2.46 2.500 .000 .00 1 .0 11.413 .0050 .0000 .00 1.48 .06 .35 .013 .00 .00 PIPE 1116.804 81.581 1.419 83.000 1.20 .42 .00 83.00 .00 .36 2.48 2.500 .000 .00 1 .0 10.829 .0050 .0000 .00 1.42 .07 .35 .013 .00 .00 PIPE FILE: D -cont 33-85.WSW W S P G W - CIVILDESIGN Version I PAGE 2 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1127.633 81.635 1.365 83.000 1.20 .44 .00 83.00 .00 .36 2.49 2.500 .000 .00 1 .0 10.285 .0050 .0000 .00 1.37 .07 35 013 .00 00 PIPE 1137.918 81.686 1.314 83.000 1.20 .46 .00 83.00 .00 .36 2.50 2.500 .000 .00 1 .0 9.781 .0050 .0000 .00 1.31 .08 .35 013 .00 00 PIPE 1147.699 81.735 1.265 83.000 1.20 .48 .00 83.00 .00 .36 2.50 2.500 .000 .00 1 .0 9.317 .0050 .0000 .00 1.27 .09 35 013 .00 00 PIPE 1157.01� 81.781 1.219 83.000 1.20 .51 .00 83.00 .00 .36 2.50 2.500 .000 .00 1 .0 8.873 .0050 .0000 .00 1.22 .09 35 013 .00 00 PIPE 1165.890 81.826 1.175 83.000 1.20 .53 .00 83.00 .00 .36 2.50 2.500 .000 .00 1 .0 8.490 .0050 .0000 .00 1.17 .10 35 013 .00 00 PIPE 1174.380 81.868 1.132 83.000 1.20 .56 .00 83.00 .00 .36 2.49 2.500 .000 .00 1 .0 8.126 .0050 .0001 .00 1.13 .11 .35 .013 .00 .00 PIPE 1182.506 81.908 1.092 83.000 1.20 .58 .01 83.01 .00 .36 2.48 2.500 .000 .00 1 .0 2.364 .0050 .0001 .00 1.09 .11 .35 .013 .00 .00 PIPE 1184.870 81.920 1.080 83.000 1.20 .59 .01 83.01 .00 .36 2.48 2.500 .000 .00 1 .0 7.479 .0051 .0001 .00 1.08 .12 .35 013 .00 00 PIPE 1192.349 81.958 1.042 83.000 1.20 .62 .01 83.01 .00 .36 2.47 2.500 .000 .00 1 .0 7.139 .0051 .0001 .00 1.04 .12 .35 .013 .00 .00 PIPE FILE: D -cont J3-85.WSW W S P G W - CIVILDESIGN Version 1 PAGE 3 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE ID1 BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1199.488 81.995 1.005 83.000 1.20 .65 .01 83.01 .00 .36 2.45 2.500 .000 .00 1 .0 6.863 .0051 .0001 .00 1.01 .13 35 013 .00 00 PIPE 1206.350 82.030 .970 83.000 1.20 .68 .01 83.01 .00 .36 2.44 2.500 .000 .00 1 .0 6.566 .0051 .0001 .00 .97 .14 .35 013 .00 00 PIPE 1212.917 82.063 .936 83.000 1.20 .72 .01 83.01 .00 .36 2.42 2.500 .000 .00 1 .0 6.309 .0051 .0001 .00 .94 .15 .35 013 .00 .00 PIPE 1219.225 82.096 .904 82.999 1.20 .75 .01 83.01 .00 .36 2.40 2.500 .000 .00 1 .0 6.051 .0051 .0001 .00 .90 .16 35 013 .00 00 PIPE 1225.276 82.127 .873 82.999 1.20 .79 .01 83.01 .00 .36 2.38 2.500 .000 .00 1 .0 2.624 .0051 .0001 .00 .87 .17 .35 013 .00 00 PIPE 1227.900 82.140 .859 82.999 1.20 .80 .01 83.01 .00 .36 2.37 2.500 .000 .00 1 .0 5.920 .0049 .0001 .00 .86 .18 35 013 .00 00 PIPE 1233.820 82.169 .830 82.999 1.20 .84 .01 83.01 .00 .36 2.35 2.500 .000 .00 1 .0 5.660 .0049 .0002 .00 .83 .19 .35 013 .00 .00 PIPE 1239.480 82.197 .802 82.999 1.20 .88 .01 83.01 .00 .36 2.33 2.500 .000 .00 1 .0 5.455 .0049 .0002 .00 .80 .20 35 013 .00 00 PIPE 1244.935 82.224 .774 82.999 1.20 .93 .01 83.01 .00 .36 2.31 2.500 .000 .00 1 .0 5.248 .0049 .0002 .00 .77 .22 .35 .013 .00 .00 PIPE FILE: D -cont- 33-85.WSW W S P G W - CIVILDESIGN Version 1- PAGE 4 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE ID' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 I Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INO Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem JCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp, I "N" I X-Fallj ZR IType Ch 1.250.183 82.250 .748 82.998 1.20 .97 .01 83.01 .00 .36 2.29 2.500 .000 .00 1 .0 5.041 .0049 .0002 .00 .75 .23 .35 .013 .00 .00 PIPE 1255.224 82.275 .723 82.998 1.20 1.02 .02 83.01 .00 .36 2.27 2.500 .000 .00 1 .0 4.854 .0049 .0003 .00 .72 .25 .35 .013 .00 .00 PIPE 1260.078 82.299 .699 82.998 1.20 1.07 .02 83.02 .00 .36 2.24 2.500 .000 .00 1 .0 4.666 .0049 .0003 .00 .70 .27 .35 013 .00 00 PIPE 1264.745 82.322 .675 82.998 1.20 1.12 .02 83.02 .00 .36 2.22 2.500 .000 .00 1 .0 4.499 .0049 .0004 .00 .68 .28 .35 013 .00 00 PIPE 1269.244 82.345 .653 82.997 1.20 1.18 .02 83.02 .00 .36 2.20 2.500 .000 .00 1 .0 4.309 .0049 .0004 .00 .65 .30 .35 013 .00 00 PIPE 1273.552 82.366 .631 82.997 1.20 1.23 .02 83.02 .00 .36 2.17 2.500 .000 .00 1 .0 4.139 .0049 .0005 .00 .63 .33 .35 .013 .00 .00 PIPE 1277.691 82.386 .610 82.996 1.20 1.30 .03 83.02 .00 .36 2.15 2.500 .000 .00 1 .0 4.013 .0049 .0005 .00 .61 .35 35 013 .00 00 PIPE 1281.704 82.406 .590 82.996 1.20 1.36 .03 83.02 .00 .36 2.12 2.500 .000 .00 1 3.840 .0049 .0006 .00 .59 .37 .35 .013 .00 .00 PIPE 1285.544 82.425 .570 82.995 1.20 1.42 .03 83.03 .00 .36 2.10 2.500 .000 .00 1 .0 3.688 .0049 .0007 .00 .57 .40 .35 .013 .00 .00 PIPE FILE: D -cont 33-85.WSW W S P G W - CIVILDESIGN Version 1 PAGE 5 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1289.231 82.444 .551 82.995 1.20 1.49 .03 83.03 .00 .36 2.07 2.500 .000 .00 1 .0 3.533 .0049 .0008 .00 .55 .42 .35 013 .00 00 PIPE 1292.764 82.461 .533 82.994 1.20 1.57 .04 83.03 .00 .36 2.05 2.500 .000 .00 1 .0 3.400 .0049 .0009 .00 .53 .45 .35 013 .00 00 PIPE 11,96.164 82.478 .516 82.994 1.20 1.64 .04 83.04 .00 .36 2.02 2.500 .000 .00 1 .0 3.264 .0049 .0011 .00 .52 .48 .35 013 .00 00 PIPE 1299.428 82.494 .499 82.993 1.20 1.72 .05 83.04 .00 .36 2.00 2.500 .000 .00 1 .0 1.212 .0049 .0012 .00 .50 .51 35 013 .00 00 PIPE 1300.640 82.500 .493 82.993 1.20 1.76 .05 83.04 .00 .36 1.99 2.500 .000 .00 1 .0 WALL ENTRANCE 1300.640 82.500 .568 83.068 1.20 .58 .01 83.07 .00 .15 3.66 3.000 3.660 .00 0 .0 JUNCT STR .0055 .0001 .00 57 14 013 .00 00 BOX 1306.140 82.530 .537 83.067 1.20 .61 .01 83.07 .00 .15 3.66 3.000 3.660 .00 0 .0 WALL EXIT 1306.140 82.530 .537 83.067 1.20 .61 .01 83.07 .00 .15 3.66 3.000 3.660 .00 0 .0 1306.140 82.530 .563 83.093 1.20 4.26 .28 83.38 .00 .56 .50 .670 .500 .00 0 .0 -I- .146 -I- .0000 -I- -I- -I- -I- -I- .0136 -I- .00 -I- .56 -I- 1.00 .00 -I- -I- .013 -I- .00 .00 I- RECTANG I 1306.286 82.530 I .592 I 83.122 I I 1.20 4.06 I .26 I 83.38 I .00 .56 I .50 I .670 I 1 .500 .00 1 0 .0 -I- .354 -I- .0000 -I- -I- -I- -I- -I- .0122 -I- .00 -I- .59 -I- .93 .00 -I- -I- .013 -I- .00 .00 I- RECTANG FILE: D -cont 33-85. WSW W S P G W - CIVILDESIGN Version 1 PAGE 6 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time; 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1306.640 82.530 .615 83.145 1.20 3.90 .24 83.38 .00 .56 .50 .670 .500 .00 0 .0 WALL ENTRANCE 1306.640 I 82.530 .980 83.510 1.20 .02 .00 83.51 .00 .03 55.88 6.500 50.000 3.00 0 .0 6.188 .0070 .0000 .00 .98 .00 03 013 .00 3.00 TRAP 1312.828 I I 82.573 I .937 I 83.510 I 1.20 .02 I .00 I 83.51 I .00 .03 55.62 6.500 I 50.000 3.00 0 .0 5.927 .0070 .0000 .00 .94 .00 .03 013 .00 3.00 TRAP 1318.754 I I 82.615 I .895 I 83.510 I 1.20 .03 I .00 I 83.51 I .00 .03 I 55.37 6.500 I 50.000 3.00 0 .0 5.676 .0070 I I .0000 .00 .90 .00 .03 .013 .00 3.00 TRAP 1324.430 I 82.655 I I .856 83.510 1.20 .03 I .00 I 83.51 I .00 .03 55.13 6.500 I 50.000 3.00 0 .0 5.435 .00,70 .0000 .00 .86 .01 .03 013 .00 3.00 TRAP 1329.865 I 82.693 I I .818 I 83.510 I 1.20 .03 I .00 I 83.51 I .00 .03 54.91 6.500 I 50.000 3.00 0 .0 5.203 .0070 .0000 .00 .82 .01 03 013 .00 3.00 TRAP 1335.067 I 82.729 I I .781 I 83.510 I 1.20 .03 I .00 I 83.51 I .00 .03 54.69 6.500 I 50.000 3.00 0 .0 4.980 .0070 .0000 .00 .78 .01 .03 .013 .00 3.00 TRAP 1340.04V I 82.764 I I .746 I 83.510 I 1.20 .03 I .00 I 83.51 I .00 .03 54.48 I 6.500 I 50.000 3.00 0 .0 4.766 .0070 .0000 .00 .75 .01 .03 .013 .00 3.00 TRAP 1344.813 I 82.797 I I .713 I 83.510 I 1.20 .03 I .00 I 83.51 I .00 .03 54.28 I 6.500 I 50.000 3.00 0 .0 4.561 .0070 .0000 .00 .71 .01 .03 .013 .00 3.00 TRAP FILE: D -cont 3-85.WSW W S P G W - CIVILDESIGN Version 1�. PAGE 7 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE ID1 BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1349.374 82.829 .681 83.510 1.20 .03 .00 83.51 .00 .03 54.09 6.500 50.000 3.00 0 .0 4.364 .0070 .0000 .00 .68 .01 .03 013 .00 3.00 TRAP I I I I I I I I I I 1 1 1353.738 82.860 .650 83.510 1.20 .04 .00 83.51 .00 .03 53.90 6.500 50.000 3.00 0 .0 2.902 .0070 .0000 .00 .65 .01 .03 013 .00 3.00 TRAP I I I I I I I I I I 1 1 1356.640 82.880 .631 83.510 1.20 .04 .00 83.51 .00 .03 53.78 6.500 50.000 3.00 0 .0 FILE: D-conL 33-85.WSW W S P G W - CIVILDESIGN Version I PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 ******** Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj [No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NiNorm Dp I "N" I X-Fallj ZR IType Ch 1000.000 81.000 2.000 83.000 2.20 .52 .00 83.00 .00 .48 2.00 2.500 .000 .00 1 .0 19.084 .0050 .0000 .00 2.00 .06 .47 .013 .00 .00 PIPE 1019.084 81.095 1.905 83.000 2.20 .55 .00 83.00 .00 .48 2.13 2.500 .000 .00 1 .0 17.270 .0050 .0000 .00 1.91 .07 .47 013 .00 00 PIPE 1036.354 81.181 1.819 83.000 2.20 .58 .01 83.01 .00 .48 2.23 2.500 .000 .00 1 .0 15.837 .0050 .0000 .00 1.82 .08 .47 013 .00 00 PIPE 1052.191 81.260 1.741 83.000 2.20 .60 .01 83.01 .00 .48 2.30 2.500 .000 .00 1 .0 14.666 .0050 .0000 .00 1.74 .08 .47 .013 .00 .00 PIPE 1066.856 81.333 1.668 83.001 2.20 .63 .01 83.01 .00 .48 2.36 2.500 .000 .00 1 .0 13.696 .0050 .0000 .00 1.67 .09 .47 .013 .00 .00 PIPE 1080.553 81.401 1.600 83.001 2.20 .66 .01 83.01 .00 .48 2.40 2.500 .000 .00 1 .0 12.827 .0050 .0001 .00 1.60 .10 .47 013 .00 00 PIPE 1093.380 81.465 1.536 83.001 2.20 .70 .01 83.01 .00 .48 2.43 2.500 .000 .00 1 .0 12.100 .0050 .0001 .00 1.54 .11 .47 013 .00 .00 PIPE 1105.480 81.525 1.476 83.001 2.20 .73 .01 83.01 .00 .48 2.46 2.500 .000 .00 1 .0 11.411 .0050 .0001 .00 1.48 .12 .47 .013 .00 .00 PIPE 1116.891 81.582 1.419 83.001 2.20 .77 .01 83.01 .00 .48 2.48 2.500 .000 .00 1 .0 10.824 .0050 .0001 .00 1.42 .13 .47 .013 .00 .00 PIPE FILE: D -con, 83-85.WSW W S P G W - CIVILDESIGN Version 1 PAGE 2 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-FaIll ZR IType Ch 1127.715 81.636 1.365 83.001 2.20 .80 .01 83.01 .00 .48 2.49 2.500 .000 .00 1 .0 10.277 .0050 .0001 .00 1.37 .13 .47 013 .00 00 PIPE 1137.992 81.687 1.314 83.001 2.20 .84 .01 83.01 .00 .48 2.50 2.500 .000 .00 1 .0 9.769 .0050 .0001 .00 1.31 .15 47 013 .00 00 PIPE 1147.761 81.735 1.265 83.000 2.20 .88 .01 83.01 .00 .48 2.50 2.500 .000 .00 1 .0 9.301 .0050 .0001 .00 1.27 .16 .47 .013. .00 .00 PIPE 1157.062 81.782 1.219 83.000 2.20 .93 .01 83.01 .00 .48 2.50 2.500 .000 .00 1 .0 8.853 .0050 .0001 .00 1.22 .17 .47 013 .00 00 PIPE 1165.915 81.826 1.175 83.000 2.20 .97 .01 83.01 .00 .48 2.50 2.500 .000 .00 1 .0 8.465 .0050 .0002 .00 1.17 .18 .47 .013 .00 .00 PIPE 1174.380 81.868 1.132 83.000 2.20 1.02 .02 83.02 .00 .48 2.49 2.500 .000 .00 1 .0 8.097 .0050 .0002 .00 1.13 .19 .47 013 .00 .00 PIPE 1182.477 81.908 1.092 B3.000 2.20 1.07 .02 83.02 .00 .48 2.48 2.500 .000 .00 1 .0 2.394 .0050 .0002 .00 1.09 .21 47 013 .00 00 PIPE 1184.870 81.920 1.080 83.000 2.20 1.08 .02 83.02 .00 .48 2.48 2.500 .000 .00 1 .0 7.424 .0051 .0002 .00 1.08 .21 46 013 .00 00 PIPE 1192.294 81.958 1.042 83.000 2.20 1.14 .02 83.02 .00 .48 2.47 2.500 .000 .00 1 .0 7.111 .0051 .0002 .00 1.04 .23 .46 .013 .00 .00 PIPE FILE: D -cont 3-85.WSW W S P G W - CIVILDESIGN Version 1,, PAGE 3 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE IDI BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm, Dp I "N" I X-Fallj ZR IType Ch 1199.404 81.994 1.005 83.000 2.20 1.19 .02 83.02 .00 .48 2.45 2.500 .000 .00 1 .0 6.787 .0051 .0003 .00 1.01 .24 46 013 .00 00 PIPE 1206.191 82.029 .970 82.999 2.20 1.25 .02 83.02 .00 .48 2.44 2.500 .000 .00 1 .0 6.523 .0051 .0003 .00 .97 .26 46 013 .00 00 PIPE 1212.�14 82.062 .936 82.999 2.20 1.31 .03 83.03 .00 .48 2.42 2.500 .000 .00 1 .0 6.237 .0051 .0003 .00 .94 .28 46 013. .00 00 PIPE 1218.951 82.094 .904 82.998 2.20 1.38 .03 83.03 .00 .48 2.40 2.500 .000 .00 1 .0 5.969 .0051 .0004 .00 .91 .30 .46 013 .00 00 PIPE 1224.920 82.125 .873 82.998 2.20 1.44 .03 83.03 .00 .48 2.38 2.500 .000 .00 1 .0 2.980 .0051 .0004 .00 .88 .32 46 013 .00 00 PIPE 1227.900 82.140 .857 82.997 2.20 1.48 .03 83.03 .00 .48 2.37 2.500 .000 .00 1 .0 5.811 .0049 .0005 .00 .86 .33 .47 .013 .00 .00 PIPE 1233.711 82.169 .828 82.997 2.20 1.55 .04 83.03 .00 .48 2.35 2.500 .000 .00 1 .0 5.562 .0049 .0005 .00 .83 .35 .47 .013 .00 .00 PIPE 1239.273 82.196 .800 82.996 2.20 1.63 .04 83.04 .00 .48 2.33 2.500 .000 .00 1 .0 5.321 .0049 .0006 .00 .80 .38 .47 013 .00 00 PIPE 1244.594 82.223 .773 82.995 2.20 1.71 .05 83.04 .00 .48 2.31 2.500 .000 .00 1 .0 5.124 .0049 .0007 .00 .77 .40 .47 .013 .00 .00 PIPE FILE: D -con -83-85.WSW W S P G W - CIVILDESIGN Version 1 6 PAGE 4 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TP,ACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthiFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1249.718 82.248 .746 82.994 2.20 1.79 .05 83.04 .00 .48 2.29 2.500 .000 .00 1 .0 4.874 .0049 .0008 .00 .75 .43 47 013 .00 00 PIPE 1254.592 82.272 .721 82.993 2.20 1.88 .05 83.05 .00 .48 2.27 2.500 .000 .00 1 .0 4.668 .0049 .0009 .00 .72 .46 47 013 .00 00 PIPE 1259.260 82.295 .697 82.992 2.20 1.97 .06 83.05 .00 .48 2.24 2.500 .000 .00 1 .0 4.482 .0049 .0011 .00 .70 .49 47 013 .00 00 PIPE 1263.742 82.317 .674 82.991 2.20 2.06 .07 83.06 .00 .48 2.22 2.500 .000 .00 1 .0 4.263 .0049 .0012 .01 .67 .52 .47 .013 .00 .00 PIPE 1268.005 82.338 .651 82.990 2.20 2.16 .07 83.06 .00 .48 2.19 2.500 .000 .00 1 .0 4.061 .0049 .0014 .01 .65 .56 .47 013 .00 00 PIPE 1272.067 82.359 .630 82.988 2.20 2.27 .08 83.07 .00 .48 2.17 2.500 .000 .00 1 .0 3.848 .0049 .0016 .01 .63 .60 47 013 .00 00 PIPE 1275.915 82.378 .609 82.986 2.20 2.38 .09 83.07 .00 .48 2.15 2.500 .000 .00 1 .0 3.619 .0049 .0018 .01 .61 .64 .47 013 .00 00 PIPE 1279.534 82.396 .589 82.984 2.20 2.50 .10 83.06 .00 .48 2.12 2.500 .000 .00 1 .0 3.433 .0049 .0021 .01 .59 .68 .47 .013 .00 .00 PIPE 1282.967 82.413 .569 82.982 2.20 2.62 .11 83.09 .00 .48 2.10 2.500 .000 .00 1 .0 3.146 .0049 .0024 .01 .57 .73 .47 .013 .00 .00 PIPE FILE: D -cont. 3-85.WSW W S P G W - CIVILDESIGN Version 1, PAGE 5 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert Depth I Water I Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Ave) HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 19-86.113 82.428 .550 82.978 2.20 2.75 .12 83.10 .00 .48 2.07 2.500 .000 .00 1 .0 2.928 .0049 .002? .01 .55 .78 .47 013 .00 00 PIPE 1289.041 82.443 .532 82.975 2.20 2.88 .13 83.10 .00 .48 2.05 2.500 .000 .00 1 .0 2.479 .0049 .0031 .01 .53 .83 47 013 .00 00 PIPE 1291.520 82.455 .515 82.970 2.20 3.02 .14 83.11 .00 .48 2.02 2.500 .000 .00 1 .0 1.687 .0049 .0036 .01 .51 .89 .47 013 .00 00 PIPE 1293.207 82.463 .498 82.961 2.20 3.17 .16 83.12 .00 .48 2.00 2.500 .000 .00 1 .0 HYDRAULIC JUMP 1293.207 82.463 .467 82.930 2.20 3.47 .19 83.12 .00 .48 1.95 2.500 .000 .00 1 .0 3.985 .0049 .0049 .02 .47 1.07 .47 013 .00 00 PIPE 1297.192 82.483 .467 82.950 2.20 3.47 .19 83.14 .00 .48 1.95 2.500 .000 .00 1 .0 3.448 .0049 .0046 .02 .47 1.07 .47 013 .00 00 PIPE 1300.640 82.500 .484 82.984 2.20 3.30 .17 83.15 .00 .48 1.98 2.500 .000 .00 1 .0 WALL ENTRANCE 1300.640 82.500 .707 83.207 2.20 .85 .01 83.22 .00 .22 3.66 3.000 3.660 .00 0 .0 JUNCT STR .0055 .0001 .00 .71 .18 013 .00 00 BOX 1306.140 82.530 .677 83.207 2.20 .89 .01 83.22 .00 .22 3.66 3.000 3.660 .00 0 .0 WALL EXIT FILE: D -con, 83-85.WSW W S P G W - CIVILDESIGN Version I PAGE 6 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1306.140 82.530 .678 83.208 2.20 .89 .01 83.22 .00 .22 3.66 3.000 3.660 .00 0 .0 1306.140 82.530 .844 83.374 2.20 5.21 .42 83.80 .00 .84 .50 .670 .500 .00 0 .0 .168 .0000 .0177 .00 .84 1.00 .00 013 .00 00 RECTANG 1306.308 82.530 B86 83.416 2.20 4.96 .38 83.80 .00 .84 .50 .670 .500 .00 0 .0 .332 .0000 .0161 .01 .89 .93 .00 013 .00 00 RECTANG I 1306.640 I 82.530 I .917 I 83.447 I 2.20 4.80 I .36 83.80 I .00 I .84 .50 . .670 1 .500 .00 1 0 .0 WALL ENTRANCE I 1306.640 82.530 1.453 83.983 2.20 .03 .00 83.98 .00 .04 58.72 6.500 50.000 3.00 0 .0 8.973 .0070 .0000 .00 1.45 .00 .04 013 .00 3.00 TRAP I 1315.613 I 82.593 1.391 83.983 2.20 .03 I .00 I 83.98 I .00 .04 I 58.34 6.500 I 1 50.000 3.00 1 0 .0 8.610 .0070 .0000 .00 1.39 .00 .04 .013 .00 3.00 TRAP I 1324.224 I 82.653 1.330 I 83.983 I I 2.20 .03 I .00 I 83.98 I .00 .04 I 57.98 I 6.500 I I 50.000 3.00 0 .0 8.260 .0070 .0000 .00 1.33 .00 .04 .013 .00 3.00 TRAP 1332.483 I I 82.711 1.272 I 83.983 I I 2.20 .03 I .00 I 83.98 I .00 .04 I 57.63 I 6.500 I I 50.000 3.00 0 .0 7.922 .0070 .0000 .00 1.27 .01 04 013 .00 3.00 TRAP 1340.405 82.766 1.217 83.983 2.20 .03 .00 83.98 .00 .04 57.30 6.500 50.000 3.00 0 .0 7.596 .0070 .0000 .00 1.22 .01 .04 .013 .00 3.00 TRAP 1348.001 I 82.820 I 1.164 I 83.983 I I 2.20 .04 I .00 I 83.98 I .00 .04 I 56.98 I 6.500 I I 50.000 3.00 0 .0 7.283 .0070 .0000 .00 1.16 .01 .04 .013 .00 3.00 TRAP FILE: D -con .83-85.WSW W S P G W - CIVILDESIGN Version 6 PAGE 7 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE IDI BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert Depth Water Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm, Dp I 'IN" I X-Fallj ZR IType Ch 1355.284 82.871 1.113 83.983 2.20 .04 .00 83.98 .00 .04 56.68 6.500 50.000 3.00 0 .0 1.356 .0070 .0000 .00 1.11 .01 04 013 .00 3.00 TRAP I I I I I I I I I 1 1 1356.640 82.880 1.103 83.983 2.20 .04 .00 83.98 .00 .04 56.62 6.500 50.000 3.00 0 .0 FILE: D -cont 3-85.WSW W S P G W - CIVILDESIGN Version 1, PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1000.000 81.000 2.000 83.000 3.50 .83 .01 83.01 .00 .61 2.00 2.500 .000 .00 1 .0 19.141 .0050 .0001 .00 2.00 .10 .59 013 .00 00 PIPE 1019.141 81.095 1.905 83.000 3.50 .87 .01 83.01 .00 .61 2.13 2.500 .000 .00 1 .0 17.314 .0050 .0001 .00 1.91 .11 .59 013 .00 00 PIPE 1036.455 81.181 1.819 83.001 3.50 .91 .01 83.01 .00 .61 2.23 2.500 .000 .00 1 .0 15.872 .0050 .0001 .00 1.82 .12 59 013 .00 00 PIPE 1052.327 81.260 1.741 83.001 3.50 .96 .01 83.02 .00 .61 2.30 2.500 .000 .00 1 .0 14.692 .0050 .0001 .00 1.74 .13 59 013 .00 00 PIPE 1067.019 81.334 1.668 83.001 3.50 1.01 .02 83.02 .00 .61 2.36 2.500 .000 .00 1 .0 13.715 .0050 .0001 .00 1.67 .15 59 013 .00 00 PIPE 1080.734 81.402 1.600 83.001 3.50 1.06 .02 83.02 .00 .61 2.40 2.500 .000 .00 1 .0 12.838 .0050 .0001 .00 1.60 .16 59 013 .00 00 PIPE 1093.572 81.466 1.536 83.002 3.50 1.11 .02 83.02 .00 .61 2.43 2.500 .000 .00 1 .0 12.104 .0050 .0002 .00 1.54 .17 59 013 .00 00 PIPE 1105.676 81.526 1.476 83.002 3.50 1.16 .02 83.02 .00 .61 2.46 2.500 .000 .00 1 .0 11.408 .0050 .0002 .00 1.48 .18 .59 013 .00 00 PIPE 1117.084 81.583 1.419 83.002 3.50 1.22 .02 83.02 .00 .61 2.48 2.500 .000 .00 1 .0 10.813 .0050 .0002 .00 1.42 .20 .59 .013 .00 .00 PIPE FILE: D -con, 83-85.WSW W S P G W - CIVILDESIGN Version I PAGE 2 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp, I 'IN" I X-Fallj ZR IType Ch 1127.897 81.636 1.365 83.001 3.50 1.28 .03 83.03 .00 .61 2.49 2.500 .000 .00 1 .0 10.258 .0050 .0002 .00 1.37 .21 59 013 .00 00 PIPE 1138.155 81.688 1.314 83.001 3.50 1.34 .03 83.03 .00 .61 2.50 2.500 .000 .00 1 .0 9.741 .0050 .0003 .00 1.31 .23 .59 .013 .00 .00 PIPE 1147.896 81.736 1.265 83.001 3.50 1.40 .03 83.03 .00 .61 2.50 2.500 .000 .00 1 .0 9.264 .0050 .0003 .00 1.27 .25 .59 .013 .00 .00 PIPE 1157.160 81.782 1.219 83.001 3.50 1.47 .03 83.03 .00 .61 2.50 2.500 .000 .00 1 .0 8.805 .0050 .0003 .00 1.22 .27 .59 013 .00 00 PIPE 1165.965 81.826 1.175 83.000 3.50 1.55 .04 83.04 .00 .61 2.50 2.500 .000 .00 1 .0 8.407 .0050 .0004 .00 1.17 .29 .59 013 .00 00 PIPE 1174.372 81.868 1.132 83.000 3.50 1.62 .04 83.04 .00 .61 2.49 2.500 .000 .00 1 .0 8.027 .0050 .0004 .00 1.13 .31 .59 .013 .00 .00 PIPE 1182.399 81.908 1.092 82.999 3.50 1.70 .04 83.04 .00 .61 2.48 2.500 .000 .00 1 .0 2.471 .0050 .0005 .00 1.09 .33 59 013 .00 00 PIPE 1184.870 81.920 1.079 82.999 3.50 1.73 .05 83.05 .00 .61 2.48 2.500 .000 .00 1 7.328 .0051 .0005 .00 1.08 .34 58 013 .00 00 PIPE 1192.198 81.957 1.041 82.998 3.50 1.81 .05 83.05 .00 .61 2.46 2.500 .000 .00 1 .0 6.972 .0051 .0006 .00 1.05 .36 .58 .013 .00 .00 PIPE FILE: D -con -83-85.WSW W S P G W - CIVILDESIGN Version 6 PAGE 3 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE ID' BASIN PIPE OUTLET CONTROL CALC ELEv 83.0-85.0 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1199.170 81.993 1.004 82.998 3.50 1.90 .06 83.05 .01 .61 2.45 2.500 .000 .00 1 .0 6.649 .0051 .0007 .00 1.01 .39 58 013 .00 00 PIPE 1205.819 82.027 .969 82.996 3.50 1.99 .06 83.06 .01 .61 2.44 2.500 .000 .00 1 .0 6.342 .0051 .0008 .00 .97 .41 .58 013 .00 00 PIPE 1212.162 82.060 .936 82.995 3.50 2.09 .07 83.06 .01 .61 2.42 2.500 .000 .00 1 .0 6.052 .0051 .0009 .01 .94 .44 .58 .013 .00 .00 PIPE 1218.214 82.090 .903 82.994 3.50 2.19 .07 83.07 .01 .61 2.40 2.500 .000 .00 1 .0 5.753 .0051 .0010 .01 .91 .47 .58 .013 .00 .00 PIPE 1223.966 82.120 .872 82.992 3.50 2.30 .08 83.07 .01 .61 2.38 2.500 .000 .00 1 .0 3.934 .0051 .0011 .00 .88 .51 .58 .013 .00 .00 PIPE 1227.900 82.140 .851 82.991 3.50 2.38 .09 83.08 .00 .61 2.37 2.500 .000 .00 1 .0 5.496 .0049 .0013 .01 .85 .53 .59 .013 .00 .00 PIPE 1233.396 82.167 .822 82.989 3.50 2.49 .10 83.09 .00 .61 2.35 2.500 .000 .00 1 .0 5.220 .0049 .0014 .01 .82 .57 .59 .013 .00 .00 PIPE 1238.615 82.193 .794 82.987 3.50 2.61 .11 83.09 .00 .61 2.33 2.500 .000 .00 1 .0 4.917 .0049 .0016 .01 .79 .61 .59 .013 .00 .00 PIPE 1243.532 811.217 .767 82.984 3.50 2.74 .12 83.10 .00 .61 2.31 2.500 .000 .00 1 .0 4.619 .0049 .0019 .01 .77 .65 .59 .013 .00 .00 PIPE FILE: D -con -83-85.WSW W S P G W - CIVILDESIGN Version 6 PAGE 4 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q I Vel Vel I Energy I Super lCriticaliFlow ToplHeight/lBase Wtj INo Wth Station Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1248.151 82.240 .741 82.981 3.50 2.88 .13 83.11 .00 .61 2.28 2.500 .000 .00 1 .0 4.285 .0049 .0021 .01 .74 .69 .59 .013 .00 .00 PIPE 1252.436 82.261 .716 82.977 3.50 3.02 .14 83.12 .00 .61 2.26 2.500 .000 .00 1 .0 3.974 .0049 .0024 .01 .72 .74 59 013 .00 00 PIPE 1256.410 82.281 .692 82.973 3.50 3.16 .16 83.13 .00 .61 2.24 2.500 .000 .00 1 .0 3.499 .0049 .0028 .01 .69 .79 .59 .013 .00 .00 PIPE 1259.909 82.298 .669 82.967 3.50 3.32 .17 83.14 .00 .61 2.21 2.500 .000 .00 1 .0 2.956 .0049 .0032 .01 .67 .85 .59 013 .00 00 PIPE 1262.865 82.313 .646 82.959 3.50 3.48 .19 83.15 .00 .61 2.19 2.500 .000 .00 1 .0 .758 .0049 .0036 .00 .65 .90 .59 .013 .00 .00 PIPE 1263.623 82.317 .6-25 82.942 3.50 3.65 .21 83.15 .00 .61 2.16 2.500 .000 .00 1 .0 HYDRAULIC JUMP 1263.623 82.31'7 .588 82.905 3.50 3.98 .25 83.15 .00 .61 2.12 2.500 .000 .00 1 .0 22.712 .0049 .0049 .11 .59 1.09 .59 013 .00 .00 PIPE 1286.335 82.429 .588 83.017 3.50 3.98 .25 83.26 .00 .61 2.12 2.500 .000 .00 1 .0 11.128 .0049 .0049 .05 .59 1.09 .59 .013 .00 .00 PIPE 1297.463 82.484 .593 83.077 3.50 3.93 .24 83.32 .00 .61 2.13 2.500 .000 .00 1 .0 3.177 .0049 .0045 .01 .59 1.07 .59 .013 .00 .00 PIPE FILE: D -cont 3-85.WSW W S P G W - CIVILDESIGN Version 1� PAGE 5 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE ID' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert Depth I Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1300.640 82.500 .614 83.114 3.50 3.74 .22 83.33 .00 .61 2.15 2.500 .000 .00 1 .0 WALL ENTRANCE I 1300.640 82.500 .895 83.395 3.50 1.07 .02 83.41 .00 .31 3.66 3.000 3.660 .00 0 .0 JUNCT STR .0055 .0002 .00 89 .20 013 .00 00 BOX I 1306.140 I 82.530 I .865 I 83.395 I 3.50 1.11 I .02 83.41 I .00 .31 3.66 3.000 I 3.660 .00 0 .0 WALL EXIT 1306.140 82.530 .865 83.395 3.50 1.11 .02 83.41 .00 .31 3.66 3.000 3.660 .00 0 .0 1306.140 82.530 1.150 83.680 3.50 6.09 .57 84.26 .00 1.15 .50 .670 .500 .00 0 .0 .183 .0000 .0222 .00 1.15 1.00 00 013 .00 00 RECTANG 1306.323 82.530 1.208 83.738 3.50 5.80 .52 84.26 .00 1.15 .50 .670 .500 .00 0 .0 .317 .0000 .0203 .01 1.21 .93 00 013 .00 00 RECTANG 1306.640 82.530 1.245 83.775 3.50 5.62 .49 84.27 .00 1.15 .50 .670 .500 .00 0 .0 WALL ENTRANCE 1306.640 82.530 1.981 84.511 3.50 .03 .00 84.51 .00 .05 61.89 6.500 50.000 3.00 0 .0 11.956 .0070 .0000 .00 1.98 .00 .05 .013 .00 3.00 TRAP 1318.596 82.614 1.898 84.511 3.50 .03 .00 84.51 .00 .05 61.39 6.500 50.000 3.00 0 .0 11.491 .0070 .0000 .00 1.90 .00 .05 .013 .00 3.00 TRAP 1330.087 82.694 1.817 84.511 3.50 .03 .00 84.51 .00 .05 60.90 6.500 50.000 3.00 0 .0 11.042 .0070 .0000 .00 1.82 .00 .05 .013 .00 3.00 TRAP FILE: D -con*, 83-85.WSW W S P G W - CIVILDESIGN Version 1 PAGE 6 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert Depth I Water I Q Vel. Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width [Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1341.129 82.771 l.-740 84.511 3.50 .04 .00 84.51 .00 .05 60.44 6.500 50.000 3.00 0 .0 10.607 .0070 .0000 .00 l.74 .01 05 013 .00 3.00 TRAP I I I I I I I I I I 1351.736 82.846 1.666 84.511 3.50 .04 .00 84.51 .00 .05 59.99 6.500 50.000 3.00 0 .0 4.904 .0070 .0000 .00 1.67 .01 05 013 .00 3.00 TRAP I I I I I I I I I I 1356.640 82.880 1.632 84.511 3.50 .04 .00 84.51 .00 .05 59.79 6.500 50.000 3.00 0 .0 FILE: D -con, 83-85.WSW W S P G W - CIVILDESIGN Version 1 PAGE I Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'DI BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert I Depth I Water I Q I Vel Vel I Energy I Super lCriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem JCh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1000.000 81.000 2.000 83.000 5.00 1.19 .02 83.02 .00 .74 2.00 2.500 .000 .00 1 .0 19.241 .0050 .0002 .00 2.00 .14 .70 013 .00 00 PIPE 1019.241 81.096 1.905 83.001 5.00 1.25 .02 83.03 .00 .74 2.13 2.500 .000 .00 1 .0 17.394 .0050 .0002 .00 1.91 .16 .70 .013 .00 .00 PIPE 1036.635 81.182 1.819 83.002 5.00 1.31 .03 83.03 .00 .74 2.23 2.500 .000 .00 1 .0 15.933 .0050 .0002 .00 1.82 .18 .70 .013 .00 .00 PIPE 1052.568 81.262 1.741 83.002 5.00 1.37 .03 83.03 .00 .74 2.30 2.500 .000 .00 1 .0 14.739 .0050 .0002 .00 1.74 .19 .70 .013 .00 .00 PIPE 1067.307 81.335 1.668 83.003 5.00 1.44 .03 83.03 .00 .74 2.36 2.500 .000 .00 1 .0 13.749 .0050 .0003 .00 1.67 .21 .70 013 .00 00 PIPE 1081.056 81.403 1.600 83.003 5.00 1.51 .04 83.04 .00 .74 2.40 2.500 .000 .00 1 .0 12.858 .0050 .0003 .00 1.60 .23 .70 013 .00 00 PIPE 1093.914 81.467 1.536 83.003 5.00 1.58 .04 83.04 .00 .74 2.43 2.500 .000 .00 1 .0 12.111 .0050 .0003 .00 1.54 .24 .70 .013 .00 .00 PIPE 1106.026 81.528 1.476 83.003 5.00 1.66 .04 83.05 .00 .74 2.46 2.500 .000 .00 1 .0 11.401 .0050 .0004 .00 1.48 .26 .70 .013 .00 .00 PIPE 1117.427 81.584 1.419 83.003 5.00 1.74 .05 83.05 .00 .74 2.48 2.500 .000 .00 1 .0 10.793 .0050 .0004 .00 1.42 .28 .70 .013 .00 .00 PIPE FILE: D -coni 33-85.WSW W S P G W - CIVILDESIGN Version 1 PAGE 2 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE ID' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 I Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj jNo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia;-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1128.220 81.638 1.365 83.003 5.00 1.82 .05 83.05 .00 .74 2.49 2.500 .000 .00 1 .0 10.223 .0050 .0005 .00 1.37 .31 .70 .013 .00 .00 PIPE 1138.442 81.689 1.314 83.003 5.00 1.91 .06 83.06 .00 .74 2.50 2.500 .000 .00 1 .0 9.689 .0050 .0005 .01 1.31 .33 .70 .013 .00 .00 PIPE 1148.131 81.737 1.265 83.002 5.00 2.01 .06 83.06 .00 .74 2.50 2.500 .000 .00 1 .0 9.193 .0050 .0006 .01 1.27 .35 .70 .013, .00 .00 PIPE 1157.325 81.783 1.219 83.002 5.00 2.10 .07 83.07 .00 .74 2.50 2.500 .000 .00 1 .0 8.�12 .0050 .0007 .01 1.22 .38 .70 013 .00 00 PIPE 1166.037 81.826 1.175 83.001 5.00 2.21 .08 83.08 .00 .74 2.50 2.500 .000 .00 1 .0 8.292 .0050 .0008 .01 1.17 .41 .70 .013 .00 .00 PIPE 1174.329 81.868 1.132 83.000 5.00 2.31 .08 83.08 .00 .74 2.49 2.500 .000 .00 1 .0 7.885 .0050 .0009 .01 1.13 .44 70 013 .00 00 PIPE 1182.214 81.907 1.092 82.998 5.00 2.43 .09 83.09 .00 .74 2.48 2.500 .000 .00 1 .0 2.656 .0050 .0010 .00 1.09 .47 .70 .013 .00 .00 PIPE 1184.870 81.920 1.078 82.998 5.00 2.47 .09 83.09 .01 .74 2.48 2.500 .000 .00 1 .0 7.109 .0051 .0011 .01 1.09 .48 .70 .013 .00 .00 PIPE 1191.979 81.956 1.040 82.996 5.00 2.59 .10 83.10 .01 .74 2.46 2.500 .000 .00 1 .0 6.718 .0051 .0012 .01 1.05 .52 .70 .013 .00 .00 PIPE FILE: D -con 83-85.WSW W S P G W - CIVILDESIGN Version PAGE 3 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1198.697 81.991 1.003 82.994 5.00 2.71 .11 83.11 .01 .74 2.45 2.500 .000 .00 1 .0 6.315 .0051 .0014 .01 1.01 .55 70 013 .00 00 PIPE 1205.012 82.023 .968 82.991 5.00 2.85 .13 83.12 .01 .74 2.44 2.500 .000 .00 1 .0 5.969 .0051 .0016 .01 .98 .59 70 013 .00 00 PIPE 1210.981 82.053 .935 82.988 5.00 2.99 .14 83.13 .01 .74 2.42 2.500 .000 .00 1 .0 5.565 .0051 .0018 .01 .95 .63 70 013 .00 00 PIPE 1216.546 82.082 .902 82.984 5.00 3.13 .15 83.14 .01 .74 2.40 2.500 .000 .00 1 .0 5.180 .0051 .0020 .01 .92 .68 .70 .013 .00 .00 PIPE 1221.726 82.108 .871 82.980 5.00 3.28 .17 83.15 .01 .74 2.38 2.500 .000 .00 1 .0 4.738 .0051 .0023 .01 .89 .72 .70 .013 .00 .00 PIPE 1226.464 82.133 .841 82.974 5.00 3.45 .18 83.16 .02 .74 2.36 2.500 .000 .00 1 .0 1.436 .0051 .0025 .00 .86 .77 70 013 .00 00 PIPE 1227.900 82.140 .832 82.972 5.00 3.50 .19 83.16 .00 .74 2.36 2.500 .000 .00 1 .0 4.349 .0049 .0028 .01 .83 .79 .'70 .013 .00 .00 PIPE 19-32.249 82.162 .804 82.965 5.00 3.67 .21 83.17 .00 .74 2.34 2.500 .000 .00 1 .0 3.611 .0049 .0032 .01 .80 .85 .70 .013 .00 .00 PIPE 1235.860 8.1.179 .776 82.956 5.00 3.85 .23 83.19 .00 .74 2.31 2.500 .000 .00 1 .0 .591 .0049 .0036 .00 .78 .91 .70 .013 .00 .00 PIPE FILE: D -cont 3-85.WSW W S P G W - CIVILDESIGN Version 1. PAGE 4 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 I Invert I Depth I Water I Q I Vel Vel I Energy I Super iCriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1236.451 82.182 .750 82.932 5.00 4.04 .2S 83.19 .00 .74 2.29 2.500 .000 .00 1 .0 HYDRAULIC JUMP 1236.451 82.182 .704 82.887 5.00 4.41 .30 83.19 .00 .74 2.25 2.500 .000 .00 1 .0 47.191 .0049 .0049 .23 .70 1.09 .70 .013 .00 .00 PIPE 1283.642 82.416 .704 83.120 5.00 4.41 .30 83.42 .00 .74 2.25 2.500 .000 .00 1 .0 13.188 .0049 .0049 .06 .70 1.09 .70 .013 .00 .00 PIPE 1296.830 82.481 .711 83.193 5.00 4.35 .29 83.49 .00 .74 2.26 2.500 .000 .00 1 .0 3.810 .0049 .0045 .02 .71 1.07 .70 .013 .00 .00 PIPE 1300.640 82.500 .737 83.237 5.00 4.14 .27 83.50 .00 .74 2.28 2.500 .000 .00 1 .0 WALL ENTRANCE 1300.640 82.500 1.074 83.574 5.00 1.27 .03 83.60 .00 .39 3.66 3.000 3.660 .00 0 .0 JUNCT STR .0055 .0002 .00 1.07 .22 .013 .00 .00 BOX 1306.140 82.530 1.044 83.574 5.00 1.31 .03 83.60 .00 .39 3.66 3.000 3.660 .00 0 .0 WALL EXIT 1306.140 82.530 1.044 83.574 5.00 1.31 .03 83.60 .00 .39 3.66 3.000 3.660 .00 0 .0 1306.140 82.530 -I- 1.459 -I- 83.989 -I- 5.00 -I- 6.85 -I- .73 84.72 .00 1.46 .50 .670 .500 .00 0 .0 -I- .192 .0000 -I- .0268 -I- .01 -I- 1.46 -I- 1.00 -I- .00 -I- .013 -I- .00 .00 I- RECTANG I 1306.332 I 82.530 1.532 I 84.062 I I 5.00 6.53 I .66 I 84.72 I .00 1.46 I .50 I .670 I 1 .500 .00 1 0 .0 .308 .0000 .0246 .01 1.53 .93 .00 .013 .00 .00 RECTANG FILE: D -con 83-85.WSW W S P G W - CIVILDESIGN Version 6 PAGE 5 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:37:58 TRACT 17377 HYDRAULIC CALCULATION LINE ID' BASIN PIPE OUTLET CONTROL CALC ELEV 83.0-85.0 Invert Depth I Water I Q I Vel Vel I Energy I Super lCriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthjFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1306.640 82.530 1.577 84.107 5.00 6.34 .62 84.73 .00 1.46 .50 .670 .500 .00 0 .0 WALL ENTRANCE 1306.640 I 82.530 2.514 85.044 5.00 .03 .00 85.04 .00 .07 65.08 6.500 50.000 3.00 0 .0 14.846 .0070 .0000 .00 2.51 .00 06 013 .00 3.00 TRAP 1321.486 I I 82.634 2.410 I 85.044 I I 5.00 .04 I .00 85.04 I .00 .07 64.46 6.500 I I 50.000 3.00 0 .0 14.290 .0070 .0000 .00 2.41 .00 .06 013 .00 3.00 TRAP 1335.776 I I 82.734 2.310 I 85.044 I I 5.00 .04 I .00 85.04 I .00 .07 I 63.86 6.500 I I 50.000 3.00 0 .0 13.751 .0070 .0000 .00 2.31 .00 06 013 .00 3.00 TRAP 1349.527 I I 82.830 2.213 I 85.044 I I 5.00 .04 I .00 85.04 I .00 .07 63.28 6.500 I I 50.000 3.00 0 .0 7.113 .0070 .0000 .00 2.21 .00 .06 .013 .00 3.00 TRAP 1356.640 I I 82.880 2.164 I 85.044 I I 5.00 .04 I .00 85.04 I .00 .07 I 62.98 6.500 I I 50.000 3.00 0 .0 FILE: D-contr(,186.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 4- 2-2007 Time: 3:38:20 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 3 0 .000 3.000 3.660 .000 .000 .00 CD 3 2 0 .000 .670 .500 .00 CD 4 4 1 1.670 CD 5 1 0 .000 6.500 50.000 3.000 3.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE No 2 IS - HYDRAULIC CALCULATION HEADING LINE No 3 IS - LINE IDI BASIN PIPE OUTLET CONTROL CALC ELEV=86.0 (ORIFICE CONTR W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 81.000 1 83.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1184.870 81.920 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1227.900 82.140 1 .013 54.788 -45.000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1300.640 82.500 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1300.640 82.500 2 .500 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1306.140 82.530 2 4 0 .013 6.100 .000 85.530 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A WALL EXIT U/S DATA STATION INVERT SECT 1306.140 82.530 2 WARNING ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1306.640 82.530 3 .013 .000 .000 .000 0 ELEMENT NO 9 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1306.640 82.530 5 .500 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1356.640 82.880 5 .013 .000 .000 .000 0 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1356.640 82.880 5 82.880 FILE: D -coni 36.WSW W S P G W - CIVILDESIGN Version 1 PAGE I Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:38:28 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV=86.0 (ORIFICE C Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall] ZR IType Ch 1000.000 81.000 2.000 83.000 9.10 2.16 .07 83.07 .00 1.01 2.00 2.500 .000 .00 1 .0 19.744 .0050 .0005 .01 2.00 .26 .96 .013 .00 .00 PIPE 1019.744 81.098 1.905 83.003 9.10 2.27 .08 83.08 .00 1.01 2.13 2.500 .000 .00 1 .0 17.795 .0050 .0006 .01 1.91 .29 .96 .013 .00 .00 PIPE 1037.539 81.187 1.819 83.006 9.10 2.38 .09 83.09 .00 1.01 2.23 2.500 .000 .00 1 .0 16.252 .0050 .0007 .01 1.82 .32 .96 .013 .00 .00 PIPE 1053.790 81.268 1.741 83.008 9.10 2.49 .10 83.10 .00 1.01 2.30 2.500 .000 .00 1 .0 14.984 .0050 .0008 .01 1.74 .35 .96 .013 .00 .00 PIPE 1068.774 81.342 1.668 83.010 9.10 2.62 .11 83.12 .00 1.01 2.36 2.500 .000 .00 1 .0 13.928 .0050 .0008 .01 1.67 .38 .96 .013 .00 .00 PIPE 1082.702 81.412 1.600 83.011 9.10 2.74 .12 83.13 .00 1.01 2.40 2.500 .000 .00 1 .0 12.967 .0050 .0010 .01 1.60 .41 .96 .013 .00 .00 PIPE 1095.669 81.476 1.536 83.012 9.10 2.88 .13 83.14 .00 1.01 2.43 2.500 .000 .00 1 .0 12.153 .0050 .0011 .01 1.54 .44 .96 .013 .00 .00 PIPE 1107.822 81.537 1.476 83.012 9.10 3.02 .14 83.15 .00 1.01 2.46 2.500 .000 .00 1 .0 11.362 .0050 .0012 .01 1.48 .48 .96 .013 .00 .00 PIPE 1119.184 81.593 1.419 83.012 9.10 3.16 .16 83.17 .00 1.01 2.48 2.500 .000 .00 1 .0 10.672 .0050 .0014 .01 1.42 .52 .96 .013 .00 .00 PIPE FILE: D-con-� 36.WSW W S P G W - CIVILDESIGN Version I PAGE 2 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:38:28 TRACT 17377 HYDRAULIC CALCULATION LINE IDI BASIN PIPE OUTLET CONTROL CALC ELEV=86.0 (ORIFICE C Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1129.856 81.646 1.365 83.011 9.10 3.32 .17 83.18 .00 1.01 2.49 2.500 .000 .00 1 .0 10.000 .0050 .0016 .02 1.37 .56 .96 013 .00 00 PIPE 1139.855 81.696 1.314 83.010 9.10 3.48 .19 83.20 .00 1.01 2.50 2.500 .000 .00 1 .0 9.341 .0050 .0018 .02 1.31 .60 96 013 .00 00 PIPE 1149.197 81.742 1.265 83.008 9.10 3.65 .21 83.21 .00 1.01 2.50 2.500 .000 .00 1 .0 8.687 .0050 .0020 .02 1.27 .64 .96 013. .00 00 PIPE 1157.884 81.786 1.219 83.004 9.10 3.83 .23 83.23 .00 1.01 2.50 2.500 .000 .00 1 .0 7.985 .0050 .0023 .02 1.22 .69 .96 .013 .00 .00 PIPE 1165.869 81.825 1.175 83.000 9.10 4.02 .25 83.25 .00 1.01 2.50 2.500 .000 .00 1 .0 7.280 .0050 .0026 .02 1.17 .74 .96 013 .00 00 PIPE 1173.148 81.862 1.132 82.994 9.10 4.21 .28 83.27 .00 1.01 2.49 2.500 .000 .00 1 .0 6.437 .0050 .0030 .02 1.13 .80 .96 .013 .00 .00 PIPE 1179.585 81.894 1.092 82.985 9.10 4.42 .30 83.29 .00 1.01 2.48 2.500 .000 .00 1 .0 4.838 .0050 .0034 .02 1.09 .85 .96 .013 .00 .00 PIPE 1184.423 81.918 1.053 82.971 9.10 4.63 .33 83.30 .00 1.01 2.47 2.500 .000 .00 1 HYDRAULIC JUMP 1184.423 81.918 .956 82.874 9.10 5.27 .43 83.31 ..00 1.01 2.43 2.500 .000 .00 1 .0 .447 .0050 .0051 .00 .96 1.10 .96 .013 .00 .00 PIPE FILE: D -con 86.WSW W S P G W - CIVILDESIGN Version 6 PAGE 3 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:38:28 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV=86.0 (ORIFICE C Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticaliFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1184.870 81.920 .956 82.876 9.10 5.27 .43 83.31 .04 1.01 2.43 2.500 .000 .00 1 .0 22.959 .0051 .0051 .12 .99 1.10 96 013 .00 00 PIPE 1207.829 82.037 .956 82.993 9.10 5.27 .43 83.42 .04 1.01 2.43 2.500 .000 .00 1 .0 20.071 .0051 .0050 .10 .99 1.10 .96 013 .00 00 PIPE 1227.900 82.140 .965 83.105 9.10 5.21 .42 83.53 .00 1.01 2.43 2.500 .000 .00 1 .0 46.631 .0049 .0049 .23 .96 1.08 96 013 .00 00 PIPE 1274.532 82.371 .965 83.335 9.10 5.21 .42 83.76 .00 1.01 2.43 2.500 .000 .00 1 .0 19.325 .0049 .0049 .09 .96 1.08 96 013 .00 00 PIPE 1293.856 82.466 .969 83.436 9.10 5.18 .42 83.85 .00 1.01 2.44 2.500 .000 .00 1 .0 6.784 .0049 .0046 .03 .97 1.07 .96 013 .00 00 PIPE 1300.640 82.500 1.005 83.505 9.10 4.93 .38 83.88 .00 1.01 2.45 2.500 .000 .00 1 .0 WALL ENTRANCE 1300.640 82.500 1.470 83.970 9.10 1.69 .04 84.01 .00 .58 3.66 3.000 3.660 .00 0 .0 JUNCT STR .0055 .0002 .00 1.47 25 013 .00 00 BOX 1306.140 82.530 1.519 84.049 3.00 .54 .00 84.05 .00 .28 3.66 3.000 3.660 .00 0 .0 WALL EXIT 1306.140 82.530 1.519 84.049 3.00 3.95 .24 84.29 .00 1.04 .50 .670 .500 .00 0 .0 .500 .0000 .0092 .00 1.52 .56 .00 .013 .00 .00 RECTANG FILE: D -cont 6.WSW W S P G W - CIVILDESIGN Version 1,- PAGE 4 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:38:28 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV=86.0 (ORIFICE C Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem JCh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1306.640 82.530 1.527 84.057 3.00 3.93 .24 84.30 .00 1.04 .50 .670 .500 .00 0 .0 WALL ENTRANCE 1306.640 I 82.530 1.886 84.416 3.00 .03 .00 84.42 .00 .05 61.32 6.500 50.000 3.00 0 .0 11.428 .0070 .0000 .00 1.89 .00 05 013 .00 3.00 TRAP 1318.068 I I 82.610 1.806 I I 84.416 I 3.00 .03 I .00 I 84.42 .00 I .05 60.84 6.500 I I 50.000 3.00 0 .0 10.981 .0070 .0000 .00 1.81 .00 05 013 .00 3.00 TRAP 1329.049 I I 82.687 1.730 I I 84.416 I 3.00 .03 I .00 I 84.42 .00 I .05 60.38 6.500 I I 50.000 3.00 0 .0 10.549 .0070 .0000 .00 1.73 .00 05 013 .00 3.00 TRAP 1339.598 I I 82.761 1.656 I I 84.416 I 3.00 .03 I .00 I 84.42 .00 I .05 59.93 6.500 I I 50.000 3.00 0 .0 10.131 .0070 .0000 .00 1.66 .00 05 013 .00 3.00 TRAP 1349.729 82.832 1.585 84.416 3.00 .03 .00 84.42 .00 .05 59.51 6.500 50.000 3.00 0 .0 6.911 .0070 .0000 .00 1.58 .01 05 013 .00 3.00 TRAP 1356.640 I I 82.880 1.537 I 84.417 I I 3.00 .04 I .00 I 84.42 .00 I .05 59.22 6.500 I I 50.000 3.00 0 .0 FILE: D-controI87.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 4- 2-2007 Time: 3:38:36 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 3 0 .000 3.000 3.660 .000 .000 .00 CD 3 2 0 .000 .670 .500 .00 CD 4 4 1 1.670 CD 5 1 0 .000 6.500 50.000 3.000 3.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE NO 2 IS - HYDRAULIC CALCULATION HEADING LINE NO 3 IS - LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV=8�7.0 (ORIFICE CONTR W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 81.000 1 83.000 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1184.870 81.920 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1227.900 82.140 1 .013 54.788 -45.000 .000 0 ELEMENT NO 4 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1300.640 82.500 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1300.640 82.500 2 .500 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1306.140 82.530 2 4 0 .013 12.900 .000 85.530 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A WALL EXIT U/S DATA STATION INVERT SECT 1306.140 82.530 2 WARNING ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1306.640 82.530 3 .013 .000 .000 .000 0 ELEMENT NO 9 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1306.640 82.530 5 .500 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1356.640 82.880 5 .013 .000 .000 .000 0 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1356.640 82.880 5 82.880 FILE: D -cont 37.WSW W S P G W - CIVILDESIGN Version 1 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:38:44 TRACT 17377 HYDRAULIC CALCULATION LINE ID' BASIN PIPE OUTLET CONTROL CALC ELEV=87.0 (ORIFICE C Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL JPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1000.000 81.000 2.000 83.000 16.30 3.87 .23 83.23 .00 1.36 2.00 2.500 .000 .00 1 .0 22.109 .0050 .0017 .04 2.00 .47 1.34 013 .00 00 PIPE 1022.109 81.110 1.905 83.015 16.30 4.06 .26 83.27 .00 1.36 2.13 2.500 .000 .00 1 .0 19.797 .0050 .0019 .04 1.91 .52 1.34 013 .00 00 PIPE 1041.906 81.209 1.819 83.028 16.30 4.26 .28 83.31 .00 1.36 2.23 2.500 .000 .00 1 .0 17.958 .0050 .0022 .04 1.82 .57 1.34 013 .00 00 PIPE 1059.865 81.298 1.741 83.039 16.30 4.47 .31 83.35 .00 1.36 2.30 2.500 .000 .00 1 .0 16.426 .0050 .0024 .04 1.74 .62 1.34 .013 .00 .00 PIPE 1076.290 81.380 1.668 83.047 16.30 4.68 .34 83.39 .00 1.36 2.36 2.500 .000 .00 1 .0 15.116 .0050 .0027 .04 1.67 .68 1.34 .013 .00 .00 PIPE 1091.406 81.455 1.600 83.055 16.30 4.91 .37 83.43 .00 1.36 2.40 2.500 .000 .00 1 .0 13.812 .0050 .0031 .04 1.60 .74 1.34 013 .00 00 PIPE 1105.218 81.524 1.536 83.060 16.30 5.15 .41 83.47 .00 1.36 2.43 2.500 .000 .00 1 .0 12.564 .0050 .0035 .04 1.54 .80 1.34 .013 .00 .00 PIPE 1117.783 81.586 1.476 83.062 16.30 5.41 .45 83.52 .00 1.36 2.46 2.500 .000 .00 1 .0 10.825 .0050 .0039 .04 1.48 .86 1.34 013 .00 .00 PIPE 1128.608 81.640 1.419 83.059 16.30 5.67 .50 B3.56 .00 1.36 2.48 2.500 .000 .00 1 .0 6.253 .0050 .0044 .03 1.42 .93 1.34 .013 .00 .00 PIPE C, t4",l FILE: D -con 87.WSW W S P G W - CIVILDESIGN Version 6 PAGE 2 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:38:44 TRACT 17377 HYDRAULIC CALCULATION LINE 'DI BASIN PIPE OUTLET CONTROL CALC ELEV=87.0 (ORIFICE C Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/El-em ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1134.861 81.671 1.365 83.036 16.30 5.95 .55 83.59 .00 1.36 2.49 2.500 .000 .00 1 .0 HYDRAULIC JUMP 1134.861 81.671 1.343 83.014 16.30 6. 0'7 .57 83.59 .00 1.36 2.49 2.500 .000 .00 1 .0 37.282 .0050 .0050 .19 1.34 1.03 1.34 013 .00 00 PIPE 1172.142 81.857 1.343 83.199 16.30 6.07 .57 83.77 .00 1.36 2.49 2.500 .000 .00 1 .0 12.728 .0050 .0050 .06 1.34 1.03 1.34 013 .00 00 PIPE 1184.870 81.920 1.332 83.252 16.30 6.13 .58 83.84 .05 1.36 2.49 2.500 .000 .00 1 .0 30.796 .0051 .0051 .16 1.38 1.05 1.33 013 .00 00 PIPE 1215.666 82.077 1.332 83.409 16.30 6.13 .58 83.99 .05 1.36 2.49 2.500 .000 .00 1 .0 12.234 .0051 .0050 .06 1.38 1.05 1.33 013 .00 00 PIPE 1227.900 82.140 1.345 83.485 16.30 6.06 .57 84.05 .00 1.36 2.49 2.500 .000 .00 1 .0 67.831 .0049 .0049 .34 1.34 1.03 1.34 013 .00 00 PIPE 1295.731 82.476 1.345 83.820 16.30 6.06 .57 84.39 .00 1.36 2.49 2.500 .000 .00 1 .0 4.909 .0049 .0048 .02 1.34 1.03 1.34 013 .00 00 PIPE 1300.640 82.500 1.364 83.864 16.30 5.95 .55 84.41 .00 1.36 2.49 2.500 .000 .00 1 WALL ENTRANCE 1300.640 82.500 2.036 84.536 16.30 2.19 .07 84.61 .00 .85 3.66 3.000 3.660 .00 0 .0 JUNCT STR .0055 .0002 .00 2.04 .27 .013 .00 .00 BOX FILE: D -cont 37.WSW W S P G W - CIVILDESIGN Version 1 PAGE 3 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:38:44 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV=87.0 (ORIFICE C Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj jNo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE Dpth)Froude NINorm Dp I "N" I X-Fallj ZR IType Ch 1306.140 82.530 2.146 84.676 3.40 .43 .00 84.68 .00 .30 3.66 3.000 3.660 .00 0 .0 WALL EXIT 1306.140 82.530 2.146 84.676 3.40 3.17 .16 84.83 .00 1.13 .50 .670 .500 .00 0 .0 .500 .0000 .0056 .00 2.15 .38 .00 013 .00 00 RECTANG 1306.640 82.530 2.150 84.680 3.40 3.16 .16 84.84 .00 1.13 .50 .670 .500 .00 0 .0 WALL ENTRANCE 1306.640 82.530 2.383 84.913 3.40 .02 .00 84.91 .00 .05 64.30 6.500 50.000 3.00 0 .0 14.145 .0070 .0000 .00 2.38 .00 05 013 .00 3.00 TRAP 1320.785 82.629 2.284 84.913 3.40 .03 .00 84.91 .00 .05 63.70 6.500 50.000 3.00 0 .0 13.611 .0070 .0000 .00 2.28 .00 .05 .013 .00 3.00 TRAP 1334.396 82.724 2.188 84.913 3.40 .03 .00 84.91 .00 .05 63.13 6.500 50.000 3.00 0 .0 13.093 .0070 .0000 .00 2.19 .00 05 013 .00 3.00 TRAP 1347.489 82.816 2.097 84.913 3.40 .03 .00 84.91 .00 .05 62.58 6.500 50.000 3.00 0 .0 9.151 .0070 .0000 .00 2.10 .00 .05 013 .00 3.00 TRAP 1356.640 -I- 82.880 -I- 2.033 -I- 84.913 -I- 3.40 -I- .03 -I- .00 -I- 84.91 -I- .00 -I- .05 -I- 62.20 -I- 6.500 -I- 50.000 -I- 3.00 0 .0 I- FILE: D-contxol88.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 4- 2-2007 Time: 3:38:52 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING INVERT SECT PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH NO DROP IS A REACH CD 1 4 1 2.500 U/S DATA STATION INVERT SECT N CD 2 3 1306.640 0 .000 3.000 3.660 .000 .000 .00 ELEMENT NO 9 IS CD 3 2 0 .000 .670 .500 .00 U/S DATA STATION INVERT SECT CD 4 4 1 1.670 1306.640 82.530 5 .500 ELEMENT NO CD 5 1 A REACH 0 .000 6.500 50.000 3.000 3.000 .00 U/S DATA STATION INVERT SECT N W S 2 G W 1356.640 PAGE NO 1 .013 ELEMENT NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SECT 1356.640 82.880 5 TRACT 17377 HEADING LINE NO 2 IS - HYDRAULIC CALCULATION HEADING LINE NO 3 IS - LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV=88.0 (ORIFICE CONTR W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 81.000 1 83.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1184.870 81.920 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1227.900 82.140 1 .013 54.788 -45.000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1300.640 82.500 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1300.640 82.500 2 .500 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1306.140 82.530 2 4 0 .013 16.700 .000 85.530 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A WALL EXIT U/S DATA STATION INVERT SECT 1306.140 82.530 2 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 1306.640 82.530 3 .013 ELEMENT NO 9 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1306.640 82.530 5 .500 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 1356.640 82.880 5 .013 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1356.640 82.880 5 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS .000 W S ELEV 82.880 ANGLE ANG PT MAN H .000 .000 0 FILE: D -con 88.WSW W S 2 G W - CIVILDESIGN Version 6 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:39: 0 TRACT 17377 HYDRAULIC CALCULATION LINE IDI BASIN PIPE OUTLET CONTROL CALC ELEV=88.0 (ORIFICE C * * * A Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-FaIll ZR IType Ch 1000.000 81.000 2.000 83.000 20.50 4.87 .37 83.37 .00 1.54 2.00 2.500 .000 .00 1 .0 26.099 .0050 .0028 .07 2.00 .59 1.55 013 .00 00 PIPE 1026.099 81.130 1.905 83.035 20.50 5.11 .41 83.44 .00 1.54 2.13 2.500 .000 .00 1 .0 23.663 .0050 .0031 .07 1.91 .66 1.55 013 .00 00 PIPE 1049.762 81.248 1.819 83.067 20.50 5.36 .45 83.51 .00 1.54 2.23 2.500 .000 .00 1 .0 21.948 .0050 .0034 .08 1.82 .72 1.55 .013 .00 .00 PIPE 1071.710 81.357 1.741 83.098 20.50 5.62 .49 83.59 .00 1.54 2.30 2.500 .000 .00 1 .0 20.932 .0050 .0038 .08 1.74 .79 1.55 .013 .00 .00 PIPE 1092.642 81.461 1.668 83.129 20.50 5.89 .54 83.67 .00 1.54 2.36 2.500 .000 .00 1 .0 21.350 .0050 .0043 .09 1.67 .85 1.55 013 .00 00 PIPE 1113.992 81.567 1.600 83.167 20.50 6.18 .59 83.76 .00 1.54 2.40 2.500 .000 .00 1 .0 18.901 .0050 .0048 .09 1.60 .93 1.55 .013 .00 .00 PIPE 1132.893 81.661 1.554 83.215 20.50 6.39 .63 83.85 .00 1.54 2.43 2.500 .000 .00 1 .0 51.977 .0050 .0049 .26 1.55 .98 1.55 .013 .00 .00 PIPE 1184.870 81.920 1.554 83.474 20.50 6.39 .63 84.11 .03 1.54 2.43 2.500 .000 .00 1 .0 3.797 .0051 .0050 .02 1.58 .98 1.54 013 .00 00 PIPE 1188.667 81.939 1.540 83.479 20.50 6.46 .65 84.13 .03 1.54 2.43 2.500 .000 .00 1 .0 39.233 .0051 .0051 .20 1.57 1.00 1.54 .013 .00 .00 PIPE FILE: D -cont 8.WSW W S P G W - CIVILDESIGN Version I- PAGE 2 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:39: 0 TRACT 17377 HYDRAULIC CALCULATION LINE IDI BASIN PIPE OUTLET CONTROL CALC ELEV=88.0 (ORIFICE C Invert Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-FaIll ZR IType Ch 1227.900 82.140 1.540 83.680 20.50 6.46 .65 84.33 .00 1.54 2.43 2.500 .000 .00 1 .0 6.601 .0049 .0050 .03 1.54 1.00 1.56 .013 .00 .00 PIPE 1234.501 82.173 1.557 83.729 20.50 6.38 .63 84.36 .00 1.54 2.42 2.500 .000 .00 1 .0 66.139 .0049 .0049 .33 1.56 .98 1.56 .013 .00 .00 PIPE 1300.640 82.500 1.557 84.057 20.50 6.38 .63 84.69 .00 1.54 2.42 2.500 .000 .00 1 .0 WALL ENTRANCE 1300.640 82.500 2.347 84.847 20.50 2.39 .09 84.94 .00 .99 3.66 3.000 3.660 .00 0 .0 JUNCT STR .0055 .0000 .00 2.35 .27 .013 .00 .00 BOX 1306.140 82.530 2.484 85.014 3.80 .42 .00 85.02 .00 .32 3.66 3.000 3.660 .00 0 .0 WALL EXIT 1306.140 82.530 2.484 85.014 3.80 3.06 .15 85.16 .00 1.22 .50 .670 .500 .00 0 .0 .500 .0000 .0052 .00 2.48 .34 00 013 .00 00 RECTANG 1306.640 82.530 2.488 85.018 3.80 3.06 .14 85.16 .00 1.22 .50 .670 .500 .00 0 .0 WALL ENTRANCE 1306.640 82.530 2.705 85.235 3.80 .02 .00 85.24 .00 .06 66.23 6.500 50.000 3.00 0 .0 15.860 .0070 .0000 .00 2.70 .00 .05 .013 .00 3.00 TRAP 1322.500 82.641 2.594 85.235 3.80 .03 .00 85.24 .00 .06 65.56 6.500 50.000 3.00 0 .0 15.273 .0070 .0000 .00 2.59 .00 .05 .013 .00 3.00 TRAP FILE: D -con .88.WSW W S P G W - CIVILDESIGN Version 6 PAGE 3 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:39: 0 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV=88.0 (ORIFICE C invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthjFroude NINorm, Dp I "N" I X-FaIll ZR IType Ch 1337.773 82.748 2.487 85.235 3.80 .03 .00 85.24 .00 .06 64.92 6.500 50.000 3.00 0 .0 14.704 .00,70 .0000 .00 2.49 .00 .05 .013 .00 3.00 TRAP I I I I I I I I I I I I 1352.477 82.851 2.384 85.235 3.80 .03 .00 85.24 .00 .06 64.30 6.500 50.000 3.00 0 .0 4.163 .0070 .0000 .00 2.38 .00 .05 .013 .00 3.00 TRAP I I I I I I I I I I I I 1356.640 82.880 2.355 85.235 3.80 .03 .00 85.24 .00 .06 64.13 6.500 50.000 3.00 0 .0 FILE: D-control89.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 4- 2-2007 Time: 3:39: 8 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 3 0 .000 3.000 3.660 .000 .000 .00 CD 3 2 0 .000 .670 .500 .00 CD 4 4 1 1.6'70 CD 5 1 0 .000 6.500 50.000 3.000 3.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17377 HEADING LINE NO 2 IS - HYDRAULIC CALCULATION HEADING LINE No 3 IS - LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV=89.0 (ORIFICE CONTR W S P G W PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT W S ELEV 1000.000 81.000 1 83.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1184.870 81.920 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1227.900 82.140 1 .013 54.788 -45.000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1300.640 82.500 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1300.640 82.500 2 .500 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1306.140 811.530 2 4 0 .013 19.700 .000 85.530 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A WALL EXIT U/S DATA STATION INVERT SECT 1306.140 82.530 2 WARNING ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1306.640 82.530 3 .013 .000 .000 .000 0 ELEMENT NO 9 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1306.640 82.530 5 .500 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1356.640 82.880 5 .013 .000 .000 .000 0 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1356.640 82.880 5 82.880 FILE: D -con .89.WSW W S P G W - CIVILDESIGN Version 6 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:39:16 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV=89.0 (ORIFICE C 0 J.-/ fl C -c Invert Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1000.000 81.000 2.000 83.000 23.80 5.65 .50 83.50 .00 1.66 2.00 2.500 .000 .00 1 .0 35.769 .0050 .0037 .13 2.00 .69 1.73 .013 .00 .00 PIPE 1035.�69 81.178 1.905 83.083 23.80 5.93 .55 83.63 .00 1.66 2.13 2.500 .000 .00 1 .0 36.757 .0050 .0041 .15 1.91 .76 1.73 .013 .00 .00 PIPE 1072.526 81.361 1.819 83.180 23.80 6.22 .60 83.78 .00 1.66 2.23 2.500 .000 .00 1 .0 50.958 .0050 .0046 .23 1.82 .84 1.73 .013 .00 .00 PIPE 1123.484 81.615 1.741 83.355 23.80 6.52 .66 84.02 .00 1.66 2.30 2.500 .000 .00 1 .0 31.099 .0050 .0049 .15 1.74 .91 1.73 .013 .00 .00 PIPE 1154.582 81.769 1.727 83.496 23.80 6.58 .67 84.17 .00 1.66 2.31 2.500 .000 .00 1 .0 30.288 .0050 .0049 .15 1.73 .93 1.73 .013 .00 .00 PIPE 1184.870 81.920 1.727 83.647 23.80 6.58 .67 84.32 .03 1.66 2.31 2.500 .000 .00 1 .0 25.663 .0051 .0050 .13 1.76 .93 1.71 .013 .00 .00 PIPE 1210.533 82.051 1.709 83.761 23.80 6.65 .69 84.45 .03 1.66 2.33 2.500 .000 .00 1 .0 17.367 .0051 .0051 .09 1.74 .95 1.71 .013 .00 .00 PIPE 122V.900 82.140 1.709 83.849 23.80 6.65 .69 84.54 .00 1.66 2.33 2.500 .000 .00 1 .0 39.363 .0049 .0050 .20 1.71 .95 1.73 .013 .00 .00 PIPE .1267.263 82.335 1.730 84.065 23.80 6.57 .67 84.73 .00 1.66 2.31 2.500 .000 .00 1 .0 33.377 .0049 .0049 .16 1.73 .92 1.73 .013 .00 .00 PIPE FILE: D -con, 39.WSW W S P G W - CIVILDESIGN Version 1 PAGE 2 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:39:16 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV=89.0 (ORIFICE C Invert Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1300.640 82.500 1.730 84.230 23.80 6.57 .67 84.90 .00 1.66 2.31 2.500 .000 .00 1 .0 WALL ENTRANCE I 1300.640 82.500 2.609 85.109 23.80 2.49 .10 85.21 .00 1.09 3.66 3.000 3.660 .00 0 .0 JUNCT STR .0055 .0000 .00 2.61 27 013 .00 00 BOX I 1306.140 I 82.530 I 2.762 85.292 I I 4.10 I .41 .00 I 85.29 .00 .34 3.66 3.000 I 3.660 .00 0 .0 WALL EXIT -------------------- WARNING - Flow depth near top of box conduit -------------------- 1306.140 82.530 2.763 85.293 4.10 2.97 .14 85.43 .00 1.28 .50 .670 .500 .00 0 .0 .500 .0000 .0048 .00 2.76 .31 .00 .013 .00 .00 RECTANG 1306.640 82.530 2.766 85.296 4.10 2.96 .14 85.43 .00 1.28 .50 .670 .500 .00 0 .0 WALL ENTRANCE 1306.640 82.530 2.971 85.501 4.10 .02 .00 85.50 .00 .06 67.83 6.500 50.000 3.00 0 .0 17.248 .0070 .0000 .00 2.97 .00 .06 .013 .00 3.00 TRAP 1323.888 82.651 2.850 85.501 4.10 .02 .00 85.50 .00 .06 67.10 6.500 50.000 3.00 0 .0 16.620 .0070 .0000 .00 2.85 .00 .06 .013 .00 3.00 TRAP 1340.508 82 .767 2.734 85.501 4.10 .03 .00 85.50 .00 .06 66.40 6.500 50.000 3.00 0 b 16.011 .0070 .0000 .00 2.73 .00 .06 .013 .00 3.00 TRAP FILE: D -con 8 9. WSW W S P G W - CIVILDESIGN Version 6 PAGE 3 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 4- 2-2007 Time: 3:39:16 TRACT 17377 HYDRAULIC CALCULATION LINE 'D' BASIN PIPE OUTLET CONTROL CALC ELEV=89.0 (ORIFICE C Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp, I "N" I X-Fallj ZR IType Ch 1356.519 82.879 2.622 85.501 4.10 .03 .00 85.50 .00 .06 65.73 6.500 50.000 3.00 0 .0 .121 .0070 .0000 .00 2.62 .00 .06 013 .00 3.00 TRAP I I I I I 1 1 1 1 1 1 1 1356.640 82.880 2.621 85.501 4.10 .03 .00 85.50 .00 .06 65.73 6.500 50.000 3.00 0 .0 ADDITIONAL CALCULATIONS wi HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:23 07/06/2006 Problem Descriptions: >>>>CHANNEL INPUT INFORMATION<<<< ----------------------------------------------------- CHANNEL Zl(HORIZONTAL/VERTICAL) = 2.00 Z2(HORIZONTAL/VERTICAL) = 2.00 BASEWIDTH(FEET) = 0.00 CONSTANT CHANNEL SLOPF(FEET/FEET) = 0.005000 UNIFORM FLOW(CFS) = 21.00 MANNINGS FRICTION FACTOR = 0.0200 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- >>>>> NORMAL DEPTH(FEET) 1.59 FLOW TOP-WIDTH(FEET) = 6.34 FLOW AREA(SQUARE FEET) 5.02 HYDRAULIC DEPTH(FEET) 0.79 4.18 FLOW AVERAGE VELOCITY(FEET/SEC.) = UNIFORM FROUDE NUMBER = 0.827 335.74 PRESSURE + MOMENTUM(POUNDS) = AVERAGED VELOCITY HEAD(FEET) 0.271 SPECIFIC ENERGY(FEET) 1.856 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------- ----------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 5.88 CRITICAL FLOW AREA(SQUARE FEET) 4.32 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 0.73 4.86 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = CRITICAL DEPTH(FEET) = 1.47 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 329.89 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) 0.367 CRITICAL FLOW SPECIFIC ENERGY(FEET) 1.837 Fck e_ _74- , 0 0 &` HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:49 10/17/2006 Problem Descriptions: A.C. t2i7cirk sl�c-T' 0 t" La' 'STA, 15 >>>>CHANNEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CHANNEL Zl(HORIZONTAL/VERTICAL) = 6.70 Z2(HORIZONTAL/VERTICAL) = 6.70 BASEWIDTH(FEET) = 0.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.018000 UNIFORM FLOW(CFS) = 21.00 MANNINGS FRICTION FACTOR = 0.0200 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- >>>>> NORMAL DEPTH(FEET) 0.77 FLOW TOP-WIDTH(FEET) = 10.35 FLOW AREA(SQUARE FEET) 4.00 HYDRAULIC DEPTH(FEET) 0.39 FLOW AVERAGE VELOCITY(FEET/SEC.) 5.25 UNIFORM FROUDE NUMBER = 1.489 PRESSURE + MOMENTUM(POUNDS) 277.99 AVERAGED VELOCITY HEAD(FEET) 0.428 SPECIFIC ENERGY(FEET) 1.201 CRITICAL -DEPTH FLOW &NFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 12.12 CRITICAL FLOW AREA(SQUARE FEET) 5.49 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 0.45 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 3.83 CRITICAL DEPTH(FEET) = 0.90 2S9.03 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) 0.228 CRITICAL FLOW SPECIFIC ENERGY(FEET) 1.132 I 0 m I I I I F", I SECTION R REFERENCES & MAPS El REQUIRED "D" LOAD FOR REINFORCED CONCRETE PIPE LAID PER STD. DWG- 2-D 177 CASE III BEDDING DESIGN DENSITY= 140 px.f. -Fl P -E DEPTH 7 -8-' --� "Fd-- 1.25- 1 5 Tr5- --4 OF COVER IN -11- T2F- FEET - _PF- 4�- -ff- -167 -Ff- -T8-- —19-V -2d- 21 -ff- = -2 4-- -5- 1 PIPE E 21 _24- 30 33 ?99-0- wfILL -1 :50�O COM Ino gp-w I-- 1�0 _9 2�O L 1500 1750 1750 1250 2250 i5-0-0 2750 3000 2250 2500 CZ -is- 2 00 2?50. 2750 2750 30DO 3000 3000 3000 jO MO 3250 3250 1 -iNQ 20M zm_ _?,5M UN 27so 25-0-Q ZGW 2250 2000 225Q _ZM 2500 - 25M - ZWO 2750 2Z50 2750 MQQ 215Q -2750 Mm 250 2WO lm. Afl- 24 — .2Qw zm 2250 _zm - =QW�- -T-75-0 — AIN _Z000 2500 -2L- ?-O(-)Q !5--0- lil-0 - 15 !-SQQ A 0 2000 2250 25M — 2000 -34- 1 36 39 iz_ 45 _�lft SF 57 Z�3 ,Eg- _Jq- 87 -- -, K. -91- 96 .1 66 1700 11600 1400 -r2-ff 1100 moo. 1400 isop -17K .2000. j600 1700-iccs 1900. — 2100 2200 2200 2300 Z%0 240Q 39 I J00 130cl — 1000 — — 1900 -A?.- 1165(0)00 1400 -Boo 1300 1200 1100 JLO(). 13W -13W AftM — — 2100 1400 1 LO -0 1200 iloo- 2m- 9w .1700 48 1300 _L42g .1400. J�� jM� --51 J-150. 80q. 57 .900 800. WO 120() — 60 A� 950 goo T !3N — jL5�O - � IM IM AZm- AM_ 1950 1900 _2150 2200 2350 __U_ 66 -Tfw- 1300 _L150 Sao jNQ -I- -13W JIM 2050 ZM — J9 - 72 1350 12�O j!�O_ 10013 .1300 AM L62q- 009 .1050 HK /MO 0 7 -11L, 134 .30 21 Aw- -F-�T * — .1350 17001 II(M JZ0 L49Q L4�n 12501 1100 1700 n5l-q- 96 P, M I L62Q_ - -O 14501 1300 11150 1 —75 0 1050 350 115001 lim, I' 4001�� Projection Condition Trench Condition Unrestricted Tfench Width Trench Width 0 + 2 lm�., DATA: Load faclof 8 I i�e load- I HZO-S16 truck NOTE: For Gemol Notes see Sheet 1. LOS ANGELES COUNTY FLOOD CONTROL DISTRICT 'D" LOAD TABLE FOR DESIGN OF REINFORCED CONCRETE PIPE REVIS10t,15 S Y.11 L, -t7 6 S SCAL DING. NO. 2-02131 DATE NONE I DEC.' To, SH1111F 5 of 27 M DETENTION BASIN POLICY- AND DESIGN CRITERIA A. DETENTIgN BASIN POLICY 1. GENERA New development may increase flood hazards to downstream properties unless adequate drainage facilities are provided to mitigate potential drainage problems. The most desirable mitigation of potential drainage problems is the construction of street improvements and/or permanent drainage facilities to convey the increased drainage flows generated by the development. The drainage facilities and/or street system should be connected to an ultimate drainage system and, if possible, the drainage system should be designed arid construct.ed'as part of the City's comprehensive storm drain plan. Detention basins are often used as a part of the regional flood control system or as a temporary part of the local, ultimate drainage system. A regional detention facility is normally used to decrease and/or regulate downstream drainage flows, decrease the size of downstream drainage systems, or to provide for water conservation. Regional detention basin are normally constructed as a part of the San Bernardino County Flood Control District system or are basins that can be incorporated into the Flood Control's District's existing or proposed drainage system. Except for regional detention basins and water conservation basins, detention basins will not normally be permitted as a permanent part of the ultimate drainage system. This is due to the relatively high maintenance factors, nuisance factors, potential safety hazards, and the general lack of equipment and expertise of the City in maintaining such basins. Except for joint use basins, at locations where such joint use is practical and desirable, and regional basins are described above, the use of permanent detention basins will not normally be permitted. The use of interim, local detention basins is discussed below and conditions for the use of the basins are provided. Definitions of regional, local, interim and joint use basins are provided in B,1, "Detention Basin Design Criteria." 2. USE OF INTERIM, LOCAL DETENTION BASINS In the event it is shown to be uneconomical or otherwise impractical to connect to an existing portion of the ultimate drainage or flood control system, the use of interim, local detention basins will be permitted. Local detention basins are difficult to monitor, expensive to maintain, any may become a public nuisance. 7herefore, interim detention basins shall only be used when the following conditions are met: a. In the opinion of the City Engineer, the construction of an ultimate drainage system to serve the development is not economically teasible or practical. b. The interim basins can be demonstrated to adequately mifigate downstream drainage flows. C. Sufficient detailed data to ensure their feasibility shall be provided prit)r to Planning Commission approval. d. A maintenance and inspection program for the detention basins shall be established for each development. Funding shall be assured until such time as the ultimate drainage system can be constructed. 9. Sufficient design informabon and details shall be provided to show that the interim basins can be removed in the future and the development drainage system can be integrated into the ultimate drainage system unless this condition is waived by the City Engineer. 3. USE OF JOINT USE DETENTION BASI joint use basins shall be utilized only in those conditions where it is shown to be uneconomical or otherwise impractical to construct or connect to an existing portion of the ultimate drainage system, and a beneficial joint use for the facility can be demonstrated. The same general conditions listed in Section A,2 above shall be met If the joint use basin is to be considered a permanent facility, Section A,2,e, will not be necessary. The basin shall be site specific and shall be approved by all agencies involved. K T I B. DETENTION SASIN DESIGN CRITERIA The following design parameters and criteria are provided as guidelines to ensure proper detention basin design, construction and operation. When absolutely necessary and dependent upon site conditions, these guidelines may be modified if approved in writing by the City Engineer. An engineering report will be necessary to justify and support any modifications. 1. DEFINITIONS a. Regional Detention Basin 1) A basin which can be incorporated into the Rood Control District's existing or proposed drainage system, 2) Basin owned and operated by the Flood Control District, although it may be joint use, and 3) A basin which will reduce the downstream peak flow rate and the necessary downstream storm drain size. b. Local Detention Basin 1) A basin which will not be incorporated into the Rood Control Districts existing or proposed drainage system, 2) A basin owned by an individual or organization other than the Flood Control District, and 3) A basin which will reduce the downstream peak flow rate, but will not be considered in downsizing future downstream storm drains. C. joint Use Detention Basin A regional or local detention basin which has an additional use such as football field, parking lot, golf course, take, etc. d Temporary DetentJon Basin 1) A local detention basin used to redude downstream peak flow rates until ultimate storm drain facilities can be constructed as part of a phased development, and 2) Generally, the life of the basin shall not exceed 10 years. e. Design Criteria Regional detention basins are assumeci to bt—_ a part of the regional drainage system and, therefore, will be inc--orporated into the District drainage system. All regional detention basins will be designed in ac--cordance vvith the San Bernardino County Flood Control Distr14--t's 'Detention Basin Design Criteria." LocaL temporacy and joint use basins -Shall t2J9 desianed in accordsInce with the§e gandards, 2. BASIN CAPACtTY AND OUTLET DRAIN a. When a basin is to be used to mitigate clownstreau-n iMpacts clue to increased flows generated by a developrne�rit, -the basin capacity and outlet size shall be such that the 1001:E3`t-development peak flow rate generated by the development sheall be less than or equal to 90% (if the pre -development peak flOvv rate from the site for all frequency storms up to and including -1 00 -year. 1) Only 2,10, 25 and 100 -year storms need tcD be analyzecj. 2) Additional studies shall be submitted wheire there exists more than one basin in the drainage areea under review. The studies shall address the timing of the 1:�eak flow rates from the basins to ensure downstream flovv rates are not increased. b. When a basin (generally regional or regianal join�t Lise) is to be used to reduce the size of a master plannecl downstrearn drainage facility, the basin -capacity and outlet sizca shall be such that the 1 00 -year basin peak overflow rate is not 9 retater than the downstream facility's desion capacity. 1) If the basin outlets into a Flood Control District channel, open channel design capacities shall b4a per the San Bernardino County Flood Control District criteria and policy. A permit from the Flood Control Oistrict will be required. 2) Pressure flow closed conduits shall be des i q;r-3 ed such that the hydraulic grade line is below the grc:)und or street surface. In those reaches where no surface flow will be 4 Aw MW intercepted (now or in the future), a hydraulic grade line which encroaches on o -:s slightly higher than the ground or street surface will be acceptable. 3) Ncn-pressure flow closed conduit capacities shall be based on a flow depth no greater than 0.8 times the conduit diameter or height. C. Where downstream erosion is a major concem, the duration of erosive flow velocities for all frequency storms shall not be substantially increased unless other forms of mitigation are provided. This can be accomplished by reducing the peak flow rate further than that required above. Refer to "Handbook of Hydraulics' by Horace Williams Kng and Eamest F. Brater; and "Open Channel Hydraulics' by Ven Te Chow, Ph.d., for erosive flow velocities. In cases such as this, special studies and design may be required. d. When there exists a potential for debris entering the basin, the basin capacity shall be increased or a desilting basin provided to accommodate the debris production generated from a 100 -year storm four years after a burn (over the entire watershed), plus 20% due to maintenance uncertainties. 1) For all basins where a significant amount of debris accumulation is anticipated, a debris disposal area or areas may be required. 2) 'A New Method of Estimating Debris -Storage Requirements for Debris Basin" by Fred E. Tatum of the U.S. kmy Corps of Engineers shall be used for determining the 100 -year debris volume. 3) The basin capacity for local detention basins fed by natural drainage courses or earth channels with undeveloped watershed less than 0.5 square mile shall be enlarged to handle an additional five years of accumulated annual debris based on the attached Figure 1. For basins fed by natural drainage courses with watersheds larger than 0.5 square mile, a special debris study may be necessary, or a regional detention basin shall be utilized. 4) The basin . capacity for detention basins located in watersheds known to have a high risk of burning shall be increased as determined by the City Engineer. 5 e. Outlet Drain 1) The outlet pipe for all basins except temporary basins shall be a minimum 24 -inch RCP (1,350 D minimum) for local basins. The outlet pipe or conduit shall be encased with cutoff collars per the "Los Angeles County Flood Control Design Manual - Debris Dams and Basins," or designed per *Section 242, Cut -and -Cover Conduit Detail" of the Bureau of Reclamation's publication 00esign of Small Dams.* 2) Reinforced concrete collars generally from 2 to 3 feet high, 12 to IS inches wide, and spaced from 7 to 10 times their height shall be provided. 3) All joints for pipes not encased shalf be rubber gasketed. '.-..4) The pipe shall be capable of withstanding H20 live loads plus the applicable dead loads. 5) Erosion control measures shall be provided at the outlet of the basin outlet pipe. 6) Temporary basin outlet pipes may be a minimum 24-inc h CMP, 12 -gauge with seep rings. Design considerations shall be as stated above. 7) A metered outlet structure may be necessary to provide the necessary flow attenuation for all frequency storms. V shaped weirs and notched weirs are preferred over other aftemates because they do not plug with debris and trash as easily as other designs. This condition may be waived on a case-by-case basis by the City Engineer, depending upon severity of drainage problems. 8) All detention basin outlets should be sized so the basin will drain within 24 hours after the basin reaches its 100 -year peak depth/volume. If the basin does not drain in 24 hours, further studies using longer duration storms will be necessary. 'The basin storage volume (capacity) may need to be increased to accommodate subsequent storms. 9) Trash racks shall be provided at the inlet to the basin outlet structure(s). 10) Where warranted, and at the discretion of the City Engineer, a depth gauge shall be provided on the basin outlet structure in order to monitor debris deposition and basin operation. 11) Ant -vortex devices shall be provided where warranted. f. Analysis Methodology 1) Pre -development and post -development peak flow rates shall be developed during the procedures outlined in the San Bernardino County Hydrology Manual, except as modified 4W below. The input parameters (procedures) described in the manual shall be modified as follows when calculating the pre - development peak flow rates: a) 10 -year peak flow rates shall be calculated using 5 year rainfall, b) 25-yea� peak flow rates shall be calculated using 10 - year rainfall, and c) 1 00 -year peak flow rates shall be calculated using 25 - year rainfall, and AMCII. The basin outflow shall be metered to 90% of the calculated pre -development peak flow rates. The post -development peak low rates to the basin shall be calculated in accordance with the County Hydrology Manual. 2) Basin inflow hydrographs shall be developed using the procedures outlined in the San Bernardino County Hydrology Manual, as modified. 3) Basin outflow hydrograph routing shall be developed by the Modified Puls Method. ing shall be calculated by the 4) Channel hydrograph rout convex channel routing methods or by moving the hydrograph utilizing travel time. 3. WATER SURFACE ELEVATION AND DEPTH a. Local and Temporary Basins -year storage 1) Generally, no more than 50% of the basin's 100 depth should be above existing ground, i.e., 50% or more of the 100 -year minimum storage depth must be below the lowest ground outside basin. Men feasible, the 100 -year design water surface elevation should be at or below existing natural ground. 7 %W_ I U 2) The basin's maximum water depth for 100 -year design should be 8 feet or less. Reference is made to 3,a(3) and 3,b,(2) below. 3) When site conditions warrant and safety can be assured, the above depth requirements may be modified if the following conditions are met: a) The detention basin is designed in accordance with the Los Angeles County Rood Control District's 'Design Manual - Debris Dams and Basins. - b) The basin embankment is designed and constructed of material or has a solid core which does not allow seepage or piping to occur due to rodent holes. b. Regional Basins 1) Depths shall be as approved by the Flood Control District and the basin shall be designed in accordance with District Detention Basin Design Criteria. 2) Basins with embankment heights greater than or equal to 25 feet and capacity greater than or equal to 15 acre-feet, or a capacity greater than or equal to 50 acre-feet and a height greater than or equal to 6 feet, shall be reviewed and approved by the State Division of Safety of Dams. (See Figure 2) C. Joint Use Basins 1) Depths should be shallow and compatible with the secondary use. 2) The allowable depth in most cases will be site specific and shall be approved by all agencies involved. EMERGENCY SPILLWAY a. All detention basin spillways shall be designed to pass the fully developed 1,000 -year peak flow rate (0 1.35 0100 = 2.11 010. b. Spillway outflows shall be adequately conveyed to a storm drain, drainage channel, street or an established watercourse. n. I Ara C. Generally, all spillway structures shall be constructed of reinforced concrete. For temporary detention basins, the spillway may be constructed with grouted rock or other, forms of approved .protection designed to resist maximum design velodities. The spillway may be waived for small temporary basins at the discretion of the City Engineer. d. When the spillway crest is more than 3 feet above the flowline of the facility the spillway outlets into, the spillway shall be constructed of reinforced concrete. e. Generally, the spillway crest shall be at or above the basin's design 100 -year high water line (HWL). 5. FREEBOARD TO THE TOP OF EMBANKMENT a. Local and temporary basins shall have a minimum 1 -foot 6f freeboard above the 1,000 -year HWL on the emergency spillway of 2 feet of freeboard above the 100 -year HWL in the basin, whichever is more stringent. b. Joint use basins shall conform to the applicable local or regional freeboard requirements. 6. BASIN EMBANKMENT a. Basin side slopes should be 3:1 or flatter on the wet side and 2:1 or flatter an the dry side. Steeper slopes may be acceptable on a case-by-case basis if rock lined and recommended in the soils and geotechnical report. b. Top Width of Levee 1) Regional and local basins - 15 feet minimum* 2) Joint Use - sfte specific 3) Refer to Secton 9,c It may be possible to deviate from minimum for Temporary Detention Basins. C. For design of the embankment abutments and. adjacent slopes, a soils and geotechnical report shall be prepared by a soils and geotechnical engineer with a demonstrated expertise in earth fill 9 I dam design. The report shall include: 1) Site geology, including bedding, foliation, fracture, joint, fault, and landslide plan attitudes. 2) Seismic conditions, including fault locations and potential seismic surface movements respective loadings and parameters of seismic shaking. 3) Potential impact of reservoir loading on geologic structure should be evaluated. 4) Detailed descriptions, locabons and logs of all field explorations. 5) Field and laboratory tests and analysis descriptions and results. 6) Groundwater table elevation and analysis of near surface groundwater movement. 7) Recommended design parameters including, but not limited to, the following for the dam and its natural abutments and slopes adjacent to reservoir areas: a) Lateral earth loadings b) Shear strengths c) Bearing capacities d) Permeability e) Slope stability analysis when saturated and during rapid drawdown conditions f) Sieve analysis g) Sand equivalents h) Liquefaction analysis and, if appropriate, mitigation i) Seismic Seiche analysis j) UBC Chapter 70 10 8) Special design and construction recommendations including, but not limited to, the following: a) Foundation preparation requirements b) Suitability of materials for embankments (gradation, sand equivalent, etc.) and abutments c) Compaction methods and minimum requirements d) Seepage and piping control provisions e) Potential for settlement f1i Seismic considerations g) Minimum design factors of safety are: Without Seismic With Seismic Embankment, Abutment & Adjacent Slope Stability Seepage - Piping 1.5 h) Necessity of impervious core or shear key i) Erosion control of abutments d. Basins not meeting the depth and side slope requirements set forth previously shall be designed in accordance with the Los Angeles County Flood Control District's "Design Man,ual - Debris Dams and Basins.* 7. BASIN FLQOR a. A low flow channel shall be provided from the basin inlet(s) to the basin outlet. 1) Where basin slopes exceed 2% or produce erosive flow velocities, the low flow channel should be protected from erosion with reinforced concrete, rock lining, or other form of approved erosion protection. 11 0 2) Joint Use Basins a) A low flow channel or conduit should be provided to conduct minor flows around the dual use facilities wherever possible. Low flow channels may not be necessary for parking lot basins or other similar joint uses. b) Low flow channel may be grass lined if there exists a maintenance program which included mowing and maintenance of turf in good condition, and velocities of flow through the various stages of discharge are'low enough to be nonerosive. b. Earth basin floors shall slope at a minimum 0.5% grade to the low flow channel. C. Earth basin floors shall have a minimum grade of 0.5% from the. inlet to the outlet unless waived by the City Engineer. 8. INLET STRUCTURE a. Where storm drains enter the basin, energy dissipators and/or erosion protection shall be provided. b. Where natural drainage courses or channels enter the basin, some form of invert stabilization, such as reinforced concrete or grouted stone spillway, shall be provided. C. Energy dissipators may be required when the inletting flow velocities exceed 5 fps. d. Inletting storm drains shall be a minimum 24 -inch RCP (1,350 0). 9. ACCESS a. Access to the detention basin area shall be provided by a roadway from a public street or public access to the parcel upon which the basin is constructed. The roadway shall have a minimum width of 15 feet. b. Access shall be maintained under all weather conditions. C. if the basin is isolated or not located adjacent to roadways, a 15 - foot wide ..roadway shall be provided along the top of 12 I 13 embankment. The intent of this criteria is to have continuous access around and to the basin for maintenance purposes. Under certain circumstances where it can be shown the recommended top width is not necessary for structural safety and maintenance, the criteria may be modified. I If access across the spillway is not provided, turnarounds or other adequate access as necessary for maintenance shall be provided on both sides of the spillway. 2) If there exists adequate access for maintenance, this requirement may be amended. d. A 15 -foot wide access ramp shall be provided to the basin floor. The width may be reduced to 10 feet for temporary detention basins. e. The maximum roadway or access ramp slope shall be 10% unless the roadway is paved. If the roadway or access ramp is paved, the maximum slope shall be 12%. The ramp slope may be between 10% and 15% for temporary detention basins. 10. FENCING a. All basins shall be fenced with 6 -foot chain link fencing'per Caltrans standards or other approved barrier unless otherwise approved by the Engineering Department. Joint use basin fencing will be site specific and must meet the needs of all agencies ubli7ing the basin. b. Access to the basins shall be gated and locked. 11. RIGHTS-OF-WAY a. Sufficient rights-of-way shall be provided for the construction and economical maintenance of the basin(s), including all fill and cut slopes, and shall include sufficient area to provide for an access road from a dedicated public street to the basin. b. Regional basins shall be clecricated to the District or other appropriate agency in fee title. C. Local, temporary, and joint use basins shall be covered.by an adequate drainage easement. 13 12. BJFERENCES TO BE USED IN DESIGN "A New Method of Estimating Debris Storage Requirements for Debris Basins," Tatum, U.S. Army Engineer District, Los Angeles, CA, 1963 "Design of Small Dams," U.S. Bureau of Reclamation, 1977 "Handbook of Hydraulics," King and Brater, McGraw Hill Book Company,, Latest Edition "Los Angeles County Flood Control Manual - Debris Dams and Basins," Los Angeles County Flood Control District 'Open -Channel Hydraulics," Ven Te Chow, Ph.d., 1959 'San Bernardino County Hydrology Manual," San Bernardino County, 1986 'San Bernardino County Standards and Specifications," San Bernardino County Department of Transportation/Flood Control/Airports C. DMNTION BASIN -MAINTENANCE FINANg;ING MECHANISM AND POLICY 1. GENERA Maintenance responsibilities and related financing mechanism for detention basins, including joint use facilities, must be contained in the conditions of approval of each development. Detailed requirements must be included which would indicate the procedure to be followed, identification of responsible entity, and funding requirements for facilities construction, operation and maintenance. The joint use of detention basins is recommended where compatible uses and adequate maintenance can be assured. However, the approval of any joint use activity within detention basins must be contingent upon obtaining funding for ongoing operation and maintenance. The lack of adequate maintenance is considered the most significant problem in the use of detention basins. Detention basins characteristically require more maintenance than do other storm drainage or flood control facilities. The proper functioning of the facility is also much more sensitive to proper maintenance. Adequate maintenance, including periodic inspection, debris removal, weed control, rodent and vector control and repairs, is essential to the successful use of the basins. 14 Maintemnce costs for basins are variable and can be relatively high. Therefora, adequate funding dedicated solely for basin maintenance is important. There are a number of methods available for generating funds necessary to pay for operation and maintenance of detention basins. Projects can be financed by some combination of resources and funding techniques. Following is a list of general funding mechanisms and techniques that can be used for the operation and maintenance of detention basins. It is assumed all regional detention basins that area part of the San Bernardino County Flood Control ' District's channel system will be maintained by the District. Therefore, the basin maintenance mechanism discussed herein is for local detention basins. 2. MAINTENANCE AND OPERATION FUNDING MECHAN19MS 2. Developer Cash Deposlt The developer would establish a maintenance fund with a lump sum cash deposit. The maintenance fund to bO established should be based on the rate of return on investment and the rate of inflation as established annually. The fund would be equal to the present worth of the annual maintenance cost for economic life of the facilities. The present worth of the inflated cost of each annual maintenance cost will be treated as a single payment in determining the amount of the fund. The following presents the procedure for establishing the detention basins maintenance fund: 1) Estimate average annual maintenance costs at current year value. 2) Determine maintenance cost for each year in the future for the 50 -year economic life of the project. Maintenance cost will be increased each year by the adopted rate of inflation. 3) Determine the present worth of each year's maintenance cost at the established rate for return on investment. 4) The value of the maintenance fund will equal the sum of the present worth of each of the maintenance costs. The maintenance fund to be established for drainage should be based on the rate of return on investment and the rate of 0 V_ inflation as established annually by the State of California, Department of Water Resources, in the preparation of their annual project update bulletin titled "Management of the California State Water Project." b. Mello -Roos (Community Facilities Act Of 1982) A Mello -Roos Special Tax District can be established by two- thirds vote of the landowners (when there are 12 or fewer registered voters) to construct and maintain detention basins. The annual tax rate is established for a given period of time necessary to pay off bonded indebtedness for the cost of constructing the detention basin and maintaining it for the life of the tax/bonds. The life of the tax is usually no more than 20-25 years. The tax rate can be reduced, but not increased. Mello -Roos provides -for establishment of a special tax which may be levied on the area within the district for the purpose Of supporting the issuance of bonds or to otherwise pay the project costs as they are increased. If there are more than 12 registered voters, the election will be by voters. C. Homeowners AssociatlOn Homeowners Association and other private ownerships are methods often used to maintain facilities after initial construction. This technique is used often for large, open space areas or recreational facilities for residential development where the common areas of the facilities are owned and maintained by the Association. Local governments, however, often express dissatisfaction with the level of expenditures and effort set forth by Homeowners Associations. The concern over the performance of a Homeowners Association to adequately provide required maintenance is especially true in the maintenance of detention basins. The basins are generally not a prominent feature of the common areas and the maintenance is capital intensive and technically complicated. d. Assessment District Assessment district financing utilizing a combination of 1911/1913/1915 processes can be used to construct the detention basin and also to operate and maintain the basin through the life of the bond payoff which is normally limited to 20 years. Maintenance can only be paid for by this method if an it. M3 i assessment district is formed to fund the cost of construction. The formation of t.ie district is approved by the City. The district will be denied if there is a majority protest ot the property owners to be assessed at a public hearing. The cost of constructing and maintaining the basin is added as an annual charge to the owner's property tax bill. This method will not increase the initial price of the single family home, commercial building, etc. An alternative method would have to be established to take effect after pay off of the bonds. There is no administrative agency (such as with a service area of improvement zone) to deal with the operation and maintenance of facilities constructed by the assessment district process. The maintenance process would have to be established at the time of selling the bonds by a contractual agreement to ensure maintenance of the facilities for the bonding period. There would be limited flexibility to accommodate changes in conditions over the length of the bond payoff. An assessment district cannot be used to finance trie maintenance and operation of parks and recreation facilities. 3. DETENTION BASIN -MAINTENANCE POLICY a. Local Basins - Private Ownership The design of the private basin shall be done such that it will not be subject to failure and the design shall be reviewed and approved by the City in accordance with its standards and policy. Those basins which are an integral part of a private development such as a parking lot, athletic field or a park, shall be owned and maintenance by the private property owners. It will be necessary for the City to inspect the construction, annually inspect the facility, and inspect the facility after storm events to ensure it is being properly maintained. The private property owner shall be responsible for constructing the basin(s) and operating and maintaining the basin(s) thereafter. Funding for the facility maintenance shall be insured through a case trust fund in the name of the City with yearly interest less inspection fee provided to the Homeowners Association or the property owner, either of which will be responsible for the maintenance. A drainage maintenance district or other acceptable public financing shall be established to operate and maintain the joint J 17 i mW 41 Ma I use facility. Public financing shall be implementeJ only in the event the cash trust is exhausted due to unforesef!n costs. b. Local Basins - Public Ownership Any local basi n that is not an integral part of a private development will be owned and operated by the City. A Cash trust to create a sinking fund shall be provided by the development and held by the City for the maintenance and inspection of the basin. A drainage maintenance district or other acceptable public financing to the City shall be established to operate and maintain the facility. Public financing shall be implemented only in the event the cash trust is exhausted due to unforeseen costs. C. Regional Basins Regional flood control detention basins will be owned and operated by the Flood Control District. It may be necessary to fund the operation, maintenance and inspection of new regional basins by either method listed above under public ownership of local basins. The operation, maintenance and inspection of new regional basins shall be accomplished by coordination and negotiation with the Flood Control District. is, 50.00 0. CM 5000 innn a I 59 DRAIMIG( kPIA. IN SGUAA( Milt$ I-'I(;U].'L I .—I.mim.-term sedisocist yields at selected altes i1i Los Angeles County, Calf(ornia. I', 0 C) Ln Ln , lkc- 50.00 0. CM 5000 innn a I 59 DRAIMIG( kPIA. IN SGUAA( Milt$ I-'I(;U].'L I .—I.mim.-term sedisocist yields at selected altes i1i Los Angeles County, Calf(ornia. I', 0 C) Ln Ln 3� g Zt _15 ------------- A-- '7 T, A NMI j" m" - Jill. 4 :N- W��" m3z��rllt C-2 T -DAN .RNAROINO COUNTY 4.-, �" C C-4 SAN BER"NARDINO COUNTY HYDROLOGY MANUAL INDEX MAP W I 15�W!p RM i I L k J__ i ........... .... i j�j I i JI 1-- 17� ..... . ... ...... . -,,'Lou NV. Ju_- Vul _Ej M -JIM 1110 OIL p g, T Ej kPi -�LL� 7_2 LEOEND SOIL GROUP BOUNDARY j A SOIL- GROUP DESIGNATION SCALE 1:48,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA c-26 FIGURE C-13 C-2 T -DAN .RNAROINO COUNTY 4.-, �" C C-4 INDEX MAP W I 15�W!p RM i I L k J__ i ........... .... i j�j I i JI 1-- 17� ..... . ... ...... . -,,'Lou NV. Ju_- Vul _Ej M -JIM 1110 OIL p g, T Ej kPi -�LL� 7_2 LEOEND SOIL GROUP BOUNDARY j A SOIL- GROUP DESIGNATION SCALE 1:48,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA c-26 FIGURE C-13 NW I PS IN MEMO 11, 121 1 1 X07 0 1 Z m Mm $-A ki, I I a ffif I PA �,_RO W IMIRMAN M1 UJMFJE WILLEY R2 W --RIW RIE R2E '100 _2 45 R.I. E -T _T T 07 L.ARROWHEAQ WIN L ARDI DEAN 34 -IST IjVLL SNOW W mosi ill LOA1 IN ?44 -4 '7 I IN t A- J) C- �N. w INTO S REDLANDS Zia 11% - — "'10.9 22%IP 2% _J 1-7 SAN DERNAROINO C + W P_ PM fLoop CONTROL QtSW -4- -R5W REDUCED DRAWING VALLEY AREA IFLOOD ONT 1 BAS 190MYETALS ts IIDA SCALE 4 MP ES Xi - 2 YEAR 6 HOUR SAN BERNARDINO --COUNTY 'BAUM ON lu.L&L, _KGA& ffLASj,.WF3___ R E R E 11 5 AIRWAD v R7W R6W 34-00' 0 ISOLINES PRECIP!TATION (INCHES) FLOOD QPTAOL� Elm DATE I ocil � m -1 1 - is 7; R2W 11% - — "'10.9 22%IP 2% _J 1-7 SAN DERNAROINO C + —1 1— t fLoop CONTROL QtSW -4- -R5W REDUCED DRAWING VALLEY AREA IFLOOD ONT 1 BAS 190MYETALS ts IIDA SCALE 4 MP ES Xi - 2 YEAR 6 HOUR SAN BERNARDINO --COUNTY 'BAUM ON lu.L&L, _KGA& ffLASj,.WF3___ c 1 30 4A AIRWAD v R7W R6W HYDROLOGY MANUAL 0 ISOLINES PRECIP!TATION (INCHES) FLOOD QPTAOL� Elm DATE I ocil � m -1 1 - is 11% - — "'10.9 22%IP 2% W R 4— IN \(%LLEY r— RIW R2E T�w T_ 414 T —4 ST �A 26rfty 7— t— T 3 '�4 RA-f7LESN T_ J_ 21 .0 4 v 5 4- MT SAII-,AN� 1,116 I lw- T.0 4 c IN L N FOR ERWIL 3414 N F_ FF -4- —LEI KAN LA CUCAMONGA w PEAK L LEV -7-7 X 4- -ILL f5.0 7- T I N 4�5 4.Q IN -0000-10 00 IT JAN 3. o AL TA MA IS ARDi 0 / i UPLAND; Z_ -2) tit T 4 -B� "ONTANA— T: TIS ol� TAFt[O�,! L T a MERIMNE S RlEDLANDS AL T A.� E *A Alvi. IA 5.0 c TIERTE IN m ulrwTT ?T_ CHINO 4 —4 10 14 KRUNi 11 .4 0 C.—K, It ! I E RZE ....... filly CDUNT .00 T2S k "E R I j 3.0 7-115 R W'��'�, 2 4- SAN BERNARDINO C I_ t F -t- - t FLOOD CONTROL Disw_ 5w REDUCED DRAWING VALLEY AREA IFL00 c 8 N SCALE I"= 4 MILES 190MYETALS �T3 �DAM 2 YEAR 24 HOUR -SAN -BERNARDINO -COUNTY IS C —4 A .7 APFFIDYM My R8W R7 R6 i HYDROLOGY MANUAL 03. 0 ISOLINES PRECIPITATION (INCHES) DATE KAAJ FU NQ T4N I T\_ �1, 71 7 1.3- .0 11.0 15 15 T3N _7 ....... W_ IS z 1�, 22 _r__ Ln I.T 0- P MT \-",I A t V AL W ..ARROWHEAD OIN L ��L BE T2N j Ll E IN 34-T? N 4- illis LANE IVILLAK I 4--T '7- ir-I !lj 7- 1.4 1.2 Miklos I _SlUARLOAI`, 1.5 GfIEEK I _t 4- , LZ' - ----------- L"Ts DA 'ILE N > 7, L p SAN b RNARD. 66 �L"4 N D :F er Elt tN4ADliIl0 ftft kLT -4- N�� WAS 'N RGONIO V 4 r u I A ri 14w L I'm Ir/ A 4 4�/ TIS S 01 T It REDLANDS NOA Z IDI E OAK KN yu IPA RAN GRANIP TERRfE I ; I T, J ,;.o Got/ I ii -J! /I _E CHINO ........... V , BAN ERNA Ire RIE 7 R E A RIV4R&IDE , COuNITN", Do T2S L % s: I RSIDE I v. R.. -4 /R 1 R4W ) 1 \\� Z-. J 41S R3 R2W t I__ t LUCERNE �0 R5W' W V1, R6W , -�G R5W �4w T3S R2W I ASIN VALLEY _1�77 R2E R, Filw RIE SAN BERNARDINO COUNTY ....... A A 7 I T4N i R7W -R6 ................................. HYDROLOGY MANUAL _T -T + - I` T- WEST "MIT I 4 T\_ �1, 71 7 1.3- .0 11.0 15 15 T3N _7 ....... W_ IS z 1�, 22 _r__ Ln I.T 0- P MT \-",I A t V AL W ..ARROWHEAD OIN L ��L BE T2N j Ll E IN 34-T? N 4- illis LANE IVILLAK I 4--T '7- ir-I !lj 7- 1.4 1.2 Miklos I _SlUARLOAI`, 1.5 GfIEEK I _t 4- , LZ' - ----------- L"Ts DA 'ILE N > 7, L p SAN b RNARD. 66 �L"4 N D :F er Elt tN4ADliIl0 ftft kLT -4- N�� WAS 'N RGONIO V 4 r u I A ri 14w L I'm Ir/ A 4 4�/ TIS S 01 T It REDLANDS NOA Z IDI E OAK KN yu IPA RAN GRANIP TERRfE I ; I T, J ,;.o Got/ I ii -J! /I _E CHINO ........... V , BAN ERNA Ire RIE 7 R E A RIV4R&IDE , COuNITN", Do T2S L % s: I RSIDE I v. R.. -4 /R 1 R4W ) 1 \\� Z-. J 41S R3 R2W SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT REDUCED DRAWING VALLEY AREA ISOMYETALS SCALE - T' = 4 —M I L -r. -s --Yo----l0—YEAR---1 -HOUR-- 11AZED ON U.&D.C,, KPAA. ATLAS 2, 1973 APPROVED BY froll llf� "EN FL ROL "Effulmim ISOLINES PRECIPITATION (INCHES) DATE FILE f4a DRWQ. NO. 1902 r 20. WRID-11 3 of 12 t I__ t �0 R5W' .',IF. D' D%N T R 0 L, T3S — ASIN SAN BERNARDINO COUNTY A I I' -.R 8 W i i R7W -R6 ................................. HYDROLOGY MANUAL SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT REDUCED DRAWING VALLEY AREA ISOMYETALS SCALE - T' = 4 —M I L -r. -s --Yo----l0—YEAR---1 -HOUR-- 11AZED ON U.&D.C,, KPAA. ATLAS 2, 1973 APPROVED BY froll llf� "EN FL ROL "Effulmim ISOLINES PRECIPITATION (INCHES) DATE FILE f4a DRWQ. NO. 1902 r 20. WRID-11 3 of 12 Ld 1.6 :",� , . . I I — I I --- W 4 R8 R7 R6W R5V R4W w : , r. I RiW R2E �'�R 2W RIE T4N 1.8 1 � , -P 1! � 1 1 -4-1. 14N 4- T .4 WEST 7 2 IT cl b L Dl� 4 - —KY A% Kell 5.9 Tth L( 4 L 4 - MT SAN T�Njc, —Z L ARROWN I ALD IN L BE (D Y) TL --b L -W -t--T21 N Le 21 � -, "T 1-4- 7 jq N -4 —T I N 1 7 Yin 71� DA. �T T I T., 4 T 1,4 Ti ALITA J, SAN RNAR11, J DI -4 --7 + T .—ILL f �AW —1. TIS OTTA c :0 ON -4 REDLANDt 11 -is -L0MWbNQA -f sTimpi wN UCAIP GRAMP TIRRICE —T4N '3 R2 CH)AO rT J IV +34*00 —A T2S I ERSIDE '.A .1 V\7 ....... . -ocus' "E v 4W R3 ; ��, I", ,, R2 SAN KRNA NLO COUNTY WO FLOOD CON Q ISTRICT Do R 5 1, D A CONTIR.L SIN REDUCED DRAWING VALLEYAREA T3S — SCALE 1 4 MILES tSOMYETALS yoo —100 YEAR I HOUR - 1.5 .4 -SAN -BERNARDINO -COU-NTY- Ap"Emm ry d6 oW 8 w w HYDROLOGY MANUAL FLOOD MITIMIL-IJONE" C, 8 ISO -LINES PRECIPITATION (INCHES) DATE 1110" ftA ma "m ............................ Iowa 1' -ala -1 vm-4 440112 —111111it 4- 1--- 4 — ME 6.01 MT SAN NT�Nl 9.0 6.5 ,:T t LOWIN L 4- Dry) IN( N —) L /2N j I "-J 2N — �ED ... ILI! E RW III �N EAR LAKE IVILLAK CUCAMONGA \�_t J P -E A --I — i — . IE 6. VALLEY -.A- 4 y N -4 MqN 0 il \___ _+ -- , 4 45 A 1 5. 0 T! iocrs 'ART ILL- TIN 77, )AM T� T_ -4. A 4 Ift TA 7 7 Lw i A[ 6 RNARDjro LO MA 0 -J 7 PL4ND _T DliIi 0 IL. -77 �RIA IT ... u ..'IT' -Z I : - I '.T A 11 VASH FON 2.5 4, TANA---. vam I A - TIS .5 0 Tn TIS 141 _t REDLANDS J _4 5-01 ILI' 71- UCA 01 A W RAI ER E zldf I C11 NO L —4 T- -4- _44 -4— ooe!� 4 1 AN I WIN 1.6; E RZE 7_ OX f34,00' T2S R,,01! co 777 -7- I ER IDE T- -5 04pol R2W 7R I R4W SAN KRNARDINO C t t -1 7 -T 1 t- —t r— t FLOOD CONTROL QIswT -R5W MAD I VALLEY AREA FLOOD CONTROL BASIN REDUCED DRAWING NOMYETALS T3S — SCALE I" = 4 M I LE'S T X3 - 100 YEAR 6 HOUR -SAMM ON SAN -BERNARDINO -COUNTY 1 30 C A APMWM Wf FLOOD R8W 1 1. 4.0 R R6W HYDROLOGY MANUAL C4.0 ISOLINES PRECIPITATION (IWHM) DWE ScAu 11162 1 r-2ha $2 0-112 1 lF%II ^ LUCERNE I 45 _T _T R7W R5W T�w VALLE Y rN 0 R2E 14 SpE�A,A 5 T4N -4 L MIT ti e7 7_� T T T 4 5 -3 214, 4— 5 —7-7- o 1 —6.5 4.5 T- -T 4- 1--- 4 — ME 6.01 MT SAN NT�Nl 9.0 6.5 ,:T t LOWIN L 4- Dry) IN( N —) L /2N j I "-J 2N — �ED ... ILI! E RW III �N EAR LAKE IVILLAK CUCAMONGA \�_t J P -E A --I — i — . IE 6. VALLEY -.A- 4 y N -4 MqN 0 il \___ _+ -- , 4 45 A 1 5. 0 T! iocrs 'ART ILL- TIN 77, )AM T� T_ -4. A 4 Ift TA 7 7 Lw i A[ 6 RNARDjro LO MA 0 -J 7 PL4ND _T DliIi 0 IL. -77 �RIA IT ... u ..'IT' -Z I : - I '.T A 11 VASH FON 2.5 4, TANA---. vam I A - TIS .5 0 Tn TIS 141 _t REDLANDS J _4 5-01 ILI' 71- UCA 01 A W RAI ER E zldf I C11 NO L —4 T- -4- _44 -4— ooe!� 4 1 AN I WIN 1.6; E RZE 7_ OX f34,00' T2S R,,01! co 777 -7- I ER IDE T- -5 04pol R2W 7R I R4W SAN KRNARDINO C t t -1 7 -T 1 t- —t r— t FLOOD CONTROL QIswT -R5W MAD I VALLEY AREA FLOOD CONTROL BASIN REDUCED DRAWING NOMYETALS T3S — SCALE I" = 4 M I LE'S T X3 - 100 YEAR 6 HOUR -SAMM ON SAN -BERNARDINO -COUNTY 1 30 C A APMWM Wf FLOOD R8W 1 1. 4.0 R R6W HYDROLOGY MANUAL C4.0 ISOLINES PRECIPITATION (IWHM) DWE ScAu 11162 1 r-2ha $2 0-112 1 lF%II ^ —I!, .0� R7 R6 5 4w I PHELAN 1 14M A. PIPE N, LUCERNE VALLEY R2E HESPERIA T4N _T 4.5 6. 9 At. WIT 0 VALLEY IMKA I 5.0 1 1 9 �o 0 �I.ILISN�IE T A V� E) 71-- 16.0 IL _J 1 'SAN .�NT,6� -4- Z 7 NAR b�y) �WrLE F LYTL 17', C!� L EAR wl 134-15TZ. N MAN LAX u A iVK.LAK A 10.0 Su ARLOA) k fT4.O 4— 4f� ti f I N AN+ 7- `� 1"..,n` . -5 I'll - 1Q.O 2-15. 1- -4 s t7 r11 0 ALITA� LO KA N D t T T/ CL WASI fkTTCLAII CA FONTANA- GON + .0 TIS — z 1� iT R109i: 1.7.0 OLTnW 17' MWENTONEE r, I S REDLANDt \ A— — 4- 6.0 1 1 - z 0.0 �_u - 0 AVt __s.o t*.oj ............... T z q$ IT rELT A.T A J QRANT CHINO _T — __T A. 45 IERNAODINO OUNVY r- RIV4ASIDE COUNT 1—� Ima 21VER R2% SAN BERNARDINO COUNTY -T .5 c 7/ FLOOD CONTROL DISTRI T 4.0 REDUCED DRAWING �ADC -R5W ,JF�00D CONTSOL, SAS T%3 SCALE 1 4 MILES SAN -BERNARDINO COUNTY C A -130 .4 — — 1 1 R8 w R6W HYDROLOGY MANUAL ILU=. C1._O ISOLINES PRECIPITATION (INCHES) VALLEY AREA ISOHYETALS X4 —100 -YEAR 24HOUR BASED ON U.S.D.C, KOAA. ATLAS 2, t973 APPROVED BY ,�r e & FL291— mwi� �QL F DATE SCALE, -NIQ NO. I FILE WRD-I 6. -f 12 P. I r% 0. ft - - 129 EXISTING .36" RCP rjr-?-. Ajo. 1835121 SCALE IN FEET L- I. - c LA �s P U3 _tn NJ C) CD co -4 66 a) GT 9 FS = 10.0 I NV = --- LQ100= IN.ITI " -i L: lJf2 7 0 A A 130 7 6 8 45 cl-11" KEY 101 NODE DESCRIPTION mi LE Cfs iio_ ACREAGE AC K SUBAREA DESIGNATION LENGTH BETWEEN NO DES L=500' FLOW ARROW DRAINAGE BOUNDARY L4.j 1 27 -Z F S OT.4 INV Q100= INITIAL SOILS TYPE A 101 FS 13.6 INV Qloo= INITIA FLOW EVENLY BOTH SIDE OF STREE FLOW EVENLY BOTH SIDE OF STREE c c IER Lc z Lll 129 0.9 FS = 10.0 INV = --- Q100= 1 31 FS 07.41 CA, Lo INV Q.. Q100= INITIAL TF?l NO. 1 183 �jp (:) .5 j I U12 7 + 312.9 t 13095 1312.9 0 fJft6 !F 16 A A Af-yf A -j IJ076 IJ078 1JOH.6,91 fjoy. I wo..W,99.69 N J -37W �47 dar,77/& A \ X- I z r- X/ r NODE DESCRIPTION ACREAGE rAC SCALE IN FEET SUBAREA DESIGNATION K 0 60 120 180 .240 L=500' LENGTH BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY Go Lq 21 FS = 07.4. INV = --- Q100= INITIAL CB#5 _& INT R.=7+7cfs = 14cfs FLOW BY=2.4+2.4cfs = 4.8cfs TO CB #10 C13#3 .W—IA' INTER. =7.1 cf s FLOW BY=2.5cfs TO CB #10 C13#4 &As A%0%9 1111 1 — Q 1 00 = 1 2.6cfs INTER.= I 2.5cf s PLOW BY=O. I cfs TO C13 #10 63 - FS = 9 2.4 INV = --- Q100= INITIA 105 FS. Ut�SAN INTER.=3.2cf s SUMP. C13#1 1 2 1 107 FS = 88.31 INV = --- Q100= 4.5cfs INTER. =4.5cf s FLOW BY=NONE 0 —j 0 r HYDROLOGIC DRAINAGE MAP TRACT 17377. CATCH BASIN MAP CD MADOLE JOB NUMBER tq� 70)-A S. ROCHMER AVE., & ASSOCIATF-S, INC.: ONTARIO, CA 91761 763-1911 909.937.9151 SHEET Engfneefing Communities for Lik www.madoleinc.com 1 OF— Z ra T YAW e__r, EXISTING 36" RCP _�261,d � 9 FS 311 INV �100= INITIA U 7 0 K j wt �F AT WALL + WX lyj + 0 Is 45"4 + rx*ra, ff tl +P6" + wo F Q) Z SCALE IN FEET 0 100 200 300 KEY 1 101 NODE DESCRIPTION = 63.5� v= Q100= cfs ACREAGE' AC SUBAREA DESIGNATION LENGTH BETWEEN NODES L=500' FLOW ARROW DRAINAGE BOUNDARY HYDROLOGIC DRAINAGE MAP >_ 0 TRACT 17377 PRE -DEVELOPED CONDITIONS MADOLE JOB 'NUMBER 760-A S. ROCHESTER AVE., ONTARIO, CA 91761 763-1911 & ASSOCIATES, NC.� 909.937.9151 - Engineering Communities for Life I www.madoleinc.com SHEET < I I OF ry- JA763-191 1\storm\HvdroloavEx.dwa. 6/1212006 4:54:26 PM. TN. TN