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HomeMy WebLinkAboutTract 16919an wr 40 w 4w AN �r 40 40 i� DRAINAGE STUDY AND HYDRAULIC CALCULATIONS 1900 0:1111[fix TRACT NO. 16919 CITY OF FONTANA, CALIFORNIA PREPARED BY: SITETECH, INC. 38248 POTATO CANYON RD. ° r. OAK GLEN, CA. 92399 PH: (909) 864-3180 Q a.aY u 2 3 - aDik. AAYER R.C.E. 36866 DATE M tr INTRODUCTION " Tract 16919 is located in the City of Fontana on Oleander Avenue between Baseline and Walnut. The Project consists of 19 residential lots, and approximately 845 feet of new street. Tentative Tract 18377 is located to the North of the site and is proposing 6 residential lots, three of these lots will drain through Tract 16919. M The purpose of this study is to determine the rate of storm water runoff (both onsite and offsite) for design of drainage facilities, and to determine the amount of increased runoff created by the development. WATERSHED DESCRIPTION �w Existing Condition v, The site in the existing condition contains two existing residences located along Oleander Avenue. Storm runoff is generally in a southerly direction. An existing detention basin is located to the north of the site. The detention basin captures water runoff that flows from areas north of Walnut Avenue, including A.B. Miller High School. The detention basin outlets onto Oleander Avenue just to the North of Tract 16919. Developed Condition When developed, the majority of the on-site and off-site runoff will be collected and conveyed through the proposed streets to a proposed catch basin. A pillow . filter will be installed in the catch basin to treat the site runoff prior to the runoff leaving the site. The runoff will then be conveyed through a storm drain to Oleander Ave. On-site and off-site runoff that flow east of the centerline of - Springtime Street will be conveyed through the project by Springtime Street and will continue flowing to the South to Tract 16383, which has been designed to handle the developed runoff. r METHODOLOGY �m Rational Method Hydrology Rational method hydrology calculations were undertaken in conformance with the San Bernardino County Flood Control and Water Conservation District Hydrology Manual (1986). The following scenarios were modeled: ft On -Site Existing condition 100 -year On -Site Developed condition 100 -year Developed condition 100 -year Rainfall depth was derived from the Manual's isohyetal maps and intensity - duration chart. �. Hydrologic soil type was type "A". AMC -3 was used for the 100 -year events to properly analyze the detention within • the proposed storm drain system. Rational method computations were performed using Advanced Engineering Software (aes), ver. 5.9D, based on the Hydrology Manual. Intensity, runoff in coefficients, and discharge were calculated at each node by the software, based on user input of rainfall, soil type, acreage, and land use parameters. o. Printouts of the rational method calculations, as well as applicable plates from the Manual, are included in this report. Discharges at specific nodes are shown in a table on the Hydrology Maps included with this report. an do Im CONCLUSIONS As MW A* MW This preliminary study and the calculations presented herein demonstrate the �. following: Ability Of the Proposed Storm Drain System to mitigate the Increased .A Runoff Based on the on-site Rational Method Hydrology the development of Tract 16919 will generate an increased runoff during a 100 year storm event from 9.14 c.f.s. ,. to 10.97 c.f.s. This increased runoff will be mitigated through the proposed storm drain system. Based on the included detention analysis, the proposed storm drain system will decrease the 100 year flow by the increased amount generated by this development of 1.83 c.f.s. The total runoff calculated by the rational method study which outlets onto Oleander through a parkway culvert is 12.80 c.f.s. The normal ponding of flows in the Isabel at the catch basins reduces the flow by 1.04 c.f.s. and the storm drain pipe allows some additional storage and further reduces the flow by 0.79 c.f.s. to achieve a flow out of the parkway culvert of 10.97 c.f.s. which is consequently 1.83 c.f.s. less than the developed runoff. Therefore, the detention capacity of the proposed storm drain system is adequate to maintain the flows to pre -development conditions and not create any impact on downstream facilities. As MW A* MW d E r e F 0 Aft wo mm 4. 0 8 d 0 HYDROLOGY 100 -YEAR DESIGN STORM F C **************************************************************************** ' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) ., Ver. 8.0 Release Date: 01/01/2002 License ID 1524 Analysis prepared by: Sitetech, Inc. 38248 Potato Canyon Road Oak Glen, CA 92399 DESCRIPTION OF STUDY ************************** * TRACT 16919 100 YEAR DESIGN STORM * * 491. FILE NAME: C:\aes2002\hydrosft\ratscx\TRI6919.DAT -40 TIME/DATE OF STUDY: 13:00 10/23/2006 �+* USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------- ----------------------------------------------------------- �" --*TIME-OF-CONCENTRATION MODEL* -- -W USER SPECIFIED STORM EVENT(YEAR) = 100.00 91�r 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* GLOBAL STREET FLOW -DEPTH CONSTRAINTS: w 1. Relative Flow -Depth = 0.50 FEET A as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE .ADJUSTMENT NOT SELECTED ,* FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 956.00 ELEVATION DATA: UPSTREAM(FEET) = 1452.90 DOWNSTREAM(FEET) = 1441.20 M L_:1 SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 ,.9 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5300 *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 r WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) .1" ___ _____ _________ _________-------- ------ ----- _____ ______ _____ _______ 1 20.0 15.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.167 0.0150 a. GLOBAL STREET FLOW -DEPTH CONSTRAINTS: w 1. Relative Flow -Depth = 0.50 FEET A as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE .ADJUSTMENT NOT SELECTED ,* FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 956.00 ELEVATION DATA: UPSTREAM(FEET) = 1452.90 DOWNSTREAM(FEET) = 1441.20 M L_:1 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 897.00 ELEVATION DATA: UPSTREAM(FEET) = 1452.90 DOWNSTREAM(FEET) = 1441.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 ,. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.602 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.193 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc '* LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING/ACRE" A 4.10 0.80 0.90 52 17.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 9.14 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 9.14 **************************************************************************** air FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 w--------------•--------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< �^ INITIAL SUBAREA FLOW-LENGTH(FEET) = 324.00 ELEVATION DATA: UPSTREAM(FEET) = 1459.10 DOWNSTREAM(FEET) = 1452.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)J**0.20 �. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.318 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.400 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.) 'r RESIDENTIAL "l DWELLING/ACRE" A 0.56 0.80 0.80 52 10.32 ' SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.80 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) = 1.90 FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 62 .' ------ -------- ----- ----- ---------- -------- ---------- -------- ---------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 2 F 40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.472 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.450 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 "3-4 DWELLINGS/ACRE" A 4.10 0.80 0.60 52 15.47 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 " SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 10.97 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 10.97 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 897.00 ELEVATION DATA: UPSTREAM(FEET) = 1452.90 DOWNSTREAM(FEET) = 1441.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 ,. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.602 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.193 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc '* LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ".4 DWELLING/ACRE" A 4.10 0.80 0.90 52 17.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 9.14 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 9.14 **************************************************************************** air FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 w--------------•--------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< �^ INITIAL SUBAREA FLOW-LENGTH(FEET) = 324.00 ELEVATION DATA: UPSTREAM(FEET) = 1459.10 DOWNSTREAM(FEET) = 1452.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)J**0.20 �. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.318 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.400 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.) 'r RESIDENTIAL "l DWELLING/ACRE" A 0.56 0.80 0.80 52 10.32 ' SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.80 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) = 1.90 FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 62 .' ------ -------- ----- ----- ---------- -------- ---------- -------- ---------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 2 F 0 »» >(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1452.50 DOWNSTREAM ELEVATION(FEET) = 1443.50 STREET LENGTH(FEET) = 660.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 5.20 �. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.00 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 3.67 Tc(MIN.) = 13.98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.666 .+ 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 2.24 0.80 0.50 52 nr SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 .a SUBAREA AREA(ACRES) = 2.24 SUBAREA RUNOFF(CFS) = 6.59 EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 8.12 END OF SUBAREA STREET FLOW HYDRAULICS: AM DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.11 s FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.57 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 984.00 FEET. wit FLOW PROCESS FROM NODE 320.00 TO NODE 350.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< aw ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1440.26 DOWNSTREAM(FEET) = 1440.19 FLOW LENGTH(FEET) = 28.85 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.79 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.12 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 14.11 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 350.00 = 1012.85 FEET. a **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 .r ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --------=========----------------------------------------------------------- ---------------------------------------------------------------------------- �w TOTAL NUMBER OF STREAMS = 2 m L2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.11 "m RAINFALL INTENSITY(INCH/HR) = 3.65 AREA -AVERAGED Fm(INCH/HR) = 0.45 AN AREA -AVERAGED Fp(INCH/HR) = 0.80 no AREA -AVERAGED Ap = 0.56 EFFECTIVE STREAM AREA(ACRES) = 2.80 "N TOTAL STREAM AREA(ACRES) = 2.80 Im PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.12 �r FLOW PROCESS FROM NODE 330.00 TO NODE 340.00 IS CODE = 21 ww---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< +w >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 428.00 ELEVATION DATA: UPSTREAM(FEET) = 1447.00 DOWNSTREAM(FEET) = 1443.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.482 ,rr * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.126 SUBAREA Tc AND LOSS RATE DATA(AMC III): a DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.54 0.80 0.50 52 11.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.17 ., TOTAL AREA(ACRES) = 1.54 PEAK FLOW RATE(CFS) = 5.17 FLOW PROCESS FROM NODE 340.00 TO NODE 350.00 IS CODE = 41 ---------------------------------------------------------------------------- ar »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < air ELEVATION DATA: UPSTREAM(FEET) = 1440.26 DOWNSTREAM(FEET) = 1440.19 art FLOW LENGTH(FEET) = 35.65 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.16 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.17 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 350.00 = 463.65 FEET. ,n se FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.67 RAINFALL INTENSITY(INCH/HR) = 4.09 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 "' AREA -AVERAGED Ap = 0.50 .rr EFFECTIVE STREAM AREA(ACRES) = 1.54 4 TOTAL STREAM AREA(ACRES) = 1.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.17 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 -8.12 14.11 3.646 0.80( 0.45) 0.56 2.8 300.00 2 5.17 11.67 4.086 0.80( 0.40) 0.50 1.5 330.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *� PEAK FLOW RATE TABLE ,on ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ar NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.80 11.67 4.086 0.80( 0.43) 0.54 3.9 330.00 2 12.67 14.11 3.646 0.80( 0.43) 0.54 4.3 300.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.80 Tc(MIN.) = 11.67 EFFECTIVE AREA(ACRES) = 3.86 AREA -AVERAGED Fm(INCH/HR) = 0.43 mw AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 4.34 «w LONGEST FLOWPATH FROM NODE 300.00 TO NODE 350.00 = 1012.85 FEET. FLOW PROCESS FROM NODE 350.00 TO NODE 360.00 IS CODE = 41 ---------------------------------------------------------------------------- as >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< -______-------------- ---------------- = ELEVATION DATA: UPSTREAM(FEET) = 1440.19 DOWNSTREAM(FEET) = 1439.64 FLOW LENGTH(FEET) = 220.60 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 3.99 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL -DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.80 PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 12.59 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 360.00 = 1233.45 FEET. END OF STUDY SUMMARY: 4E TOTAL AREA(ACRES) = 4.34 TC(MIN.) = 12.59 EFFECTIVE AREA(ACRES) = 3.86 AREA -AVERAGED Fm(INCH/HR)= 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.54 PEAK FLOW RATE(CFS) = 12.80 in ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER da NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.80 12.59 3.904 0.80( 0.43) 0.54 3.9 330.00 ' 2 12.67 15.03 3.511 0.80( 0.43) 0.54 4.3 300.00 ----------------------------------------------------------------------- r---------------------------------------------------------------------- I, END OF RATIONAL METHOD ANALYSIS 4a i 5 ar ar law :m Ak IN .r m 40 DETENTION ANALYSIS W �M 4W Table of Contents TRACT 16919.gpw Hydraflow Hydrographs by Intelisolve Tuesday, Oct 24 2006, 10:37 AM a�. Hydrograph Return Period Recap....................................................................... 1 qW 100 - Year SummaryReport ................................................................................................................... 2 Hydrograph Reports Hydrograph No. 1, Rational, 310-320................................................................................ 3 Hydrograph No. 2, Rational, 330-340........................................................•-...........---•--•..... 4 Hydrograph No. 3, Reservoir, CATCH BASIN INLET ........................................................ 5 PondReport .....................................................................................................•--........... 6 Hydrograph No. 4, Reservoir, Catch Basin Inlet................................................................. 8 PondReport ................................................................................................•-•................ Hydrograph No. 5, Reservoir, PIPE INLET...................................................................... 11 PondReport ................................................................................................................. 12 Hydrograph No. 6, Reservoir, Pipe Inlet.--•-----------•........................................................... 14 Pond Report ..... 15 Hydrograph No. 7, Combine, <no description>................................................................ 17 Hydrograph No. 8, Reservoir, Parkway Inlet.................................................................... 18 PondReport................................................................................................................. 19 a�. d Hydrograph Return Period Recap Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type Hyd(s) description (origin) 1 -Yr 2 -Yr 3 -Yr 5 -Yr 10 -Yr 25 -Yr 50 -Yr 100 -Yr 1 Rational 8.14 310-320 2 Rational 5.19 330-340 3 Reservoir 1 7.35 i CATCH BASIN INLET 4 Reservoir 2 4.94 Catch Basin Inlet 5 Reservoir 3 — — 7.34 PIPE INLET 6 Reservoir 4 { 4 4.95 Pipe Inlet 7 Combine 5,6 11.30 <no description> 8 r r r Reservoir 7 10.97 Parkway Inlet r r r r 1 i 1 i 1 1 r f AA r • Proj. file: TRACT 16919.gpw Tuesday, Oct 24 2006, 10:37 AM 4" 4iydrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph 40 No. type (origin) flow (cis) interval (min) peak (min) (cuft) hyd(s) elevation (ft) storage (curt) description 1 Rational 8.14 1 14 6,842 — 310-320 2 Rational 5.19 1 11 3,426 — 330-340 f 3 Reservoir 7.35 1 15 6,843 1 1444.15 276 CATCH BASIN INLET 4 Reservoir 4.94 1 12 3,427 2 1443.94 69 Catch Basin Inlet 5 Reservoir 7.34 1 16 6,844 3 1441_75 18 PIPE INLET 6 Reservoir 4.95 1 12 3,427 4 1441.36 13 Pipe Inlet 7 Combine 11.30 1 13 10,272 5,6 <no description> 8 Reservoir 10.97 1 15 10,274 7 1441.23 479 Parkway Inlet r r i ■ r A r e �r ■ TRACT 16919.gpw Return Period: 100 Year Tuesday, Oct 24 2006, 10:37 AM +r Hydrograph Report ,me Hydraflow Hydrographs by Intelisolve low Hyd. No. 1 Tc by User "a 310-320 = 1/1 Hydrograph type = Rational �.. Storm frequency = 100 yrs Drainage area = 2.8 ac Intensity = 5.936 in/hr �. IDF Curve = TR16919.IDF Hydrograph Discharge Table Time -- Outflow (min cfs) 1 0.58 .. 2 1.16 3 1.75 lot 4 2.33 5 2.91 6 3.49 7 4.07 8 4.65 9 5.24 �. 10 5.82 �r 11 6.40 12 6.98 • 13 7.56 14 8.14 << " 15 7.56 16 6.98 17 6.40 ,'A 18 5.82 19 5.24 .. 20 4.65 21 4.07 ww 22 3.49 23 2.91 24 2.33 25 1.75 26 1.16 27 0.58 ... End Tuesday, Oct 24 2006,10:37 AM Peak discharge = 8.14 ds Time interval = 1 min Runoff coeff. = 0.49 Tc by User = 14 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 6,842 cult ( Pnnted values —1 % of Op.) Hydrograph Report A* Hydraflow Hydrographs by Intelisolve MW Hyd. No. 2 Runoff coeff. an 330-340 Tc by User 40 Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = 1.5 ac Intensity = 6.609 in/hr IDF Curve = TR16919.IDF -" Hydrograph Discharge Table Time -- Outflow -- (min cfs) 1 0.47 2 0.94 3 1.42 4 1.89 5 2.36 6 2.83 7 3.30 �. 8 3.77 9 4.25 A, 10 4.72 11 5.19 << 12 4.72 13 4.25 14 3.77 15 3.30 16 2.83 17 2.36 18 1.89 19 1.42 ,. 20 0.94 21 0.47 ar ...End go Tuesday, Oct 24 2006,10:37 AM Peak discharge = 5.19 cfs Time interval = 1 min Runoff coeff. = 0.51 Tc by User = 11 min Asc/Rec limb fact = 1/1 Hydrograph Volume = 3,426 cult ( Printed values — 1 % of Op.) c Hydrograph Report ram Hydraflow Hydrographs by Intelisolve Tuesday, Oct 24 2006,10:37 AM Hyd. No. 3 ®" CATCH BASIN INLET Outflow hydrograph volume = 6,843 tuft Hydrograph type = Reservoir Peak discharge = 7.35 cfs •• Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = Street Pond Stora Max. Elevation = 1444.15 ft Max. Storage = 276 cuft me ...End Al E 8 d Storage Indication method used. Outflow hydrograph volume = 6,843 tuft Hydrograph Discharge Table (prinWvalues-I%ofOp.) Time Inflow Elevation Clv A Clv B CIv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cis cfs cfs cfs cfs cis cfs 1 0.58 1443.55 0.56 - - - - - - - - 0.56 �. 2 1.16 1443.62 1.15 - - - - - - - - 1.15 3 1.75 1443.68 1.71 - - - - - - - - 1.71 4 2.33 1443.73 2.24 - - - - - - - - 2.24 5 2.91 1443.78 2.82 - - - - - - - - 2.82 6 3.49 1443.82 3.32 - - - - - - - - 3.32 7 4.07 1443.86 3.86 - - - - - - - - 3.86 �. 8 4.65 1443.90 4.44 - - - - - - - - 4.44 9 5.24 1443.93 4.87 - - - - - - - - 4.87 .. 10 5.82 1443.97 5.44 - - - - - - - - 5.44 11 6.40 1444.01 5.98 - - - - - - - - 5.98 12 6.98 1444.04 6.33 - - - - - - - - 6.33 ' 13 7.56 1444.08 6.75 - - - - - - - - 6.75 14 8.14 << 1444.13 7.13 - - - - - - - - 7.13 15 7.56 1444.15 << 7.35 - - - - - - - - 7.35 << 16 6.98 1444.15 7.32 - - - - - - - - 7.32 17 6.40 1444.13 7.14 - - - - - - - - 7.14 18 5.82 1444.09 6.79 - - - - - - -- - 6.79 19 5.24 1444.03 6.23 - - - - - - - - 6.23 20 4.65 1443.97 5.33 - -- - - - - - - 5.33 21 4.07 1443.91 4.50 - - - - - - - - 4.50 22 3.49 1443.85 3.69 - - - - - - - - 3.70 23 2.91 1443.81 3.12 - - - - - - - - 3.12 24 2.33 1443.74 2.37 - - - - - - - - 2.37 25 1.75 1443.70 1.86 - - - - - - - - 1.86 26 1.16 1443.62 1.12 - - - - - - - - 1.12 arl 27 0.58 1443.56 0.65 -- - -- -- 0.65 me ...End Al E 8 d ON a ww to sr rM rrr H am go ewl 9 Pond Report E Hydraflow Hydrographs by Intelisolve Pond No. 1 - Street Pond Storage North Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) 0.00 1443.43 00 0 0 0.07 1443.50 04 0 0 0.17 1443.60 12 1 1 0.27 1443.70 45 3 4 0.37 1443.80 171 11 15 0.47 1443.90 394 28 43 0.57 1444.00 763 58 101 0.67 1444.10 1,274 102 203 0.74 1444.17 1,713 105 307 Tuesday, Oct 24 2006, 10:37 AM Culvert / Orifice Structures Weir Structures [Al [B] [C] [D] [A] [B] [C] [D] Rise (in) = 7.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 48.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El. (ft) = 1443.43 0.00 0.00 0.00 Weir Type = - - - - Length (ft) = 0.00 0.00 0.00 0.00 Mufti -Stage = No No No No Slope (%) = 0.00 0.00 0.00 0.00 N -Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multistage = n/a No No No Exfiltration = 0.000 in/hr (Contour) TaiNvater Elev. = 0.00 It Note: CuKwt/Onfice ouffkms have been analyzed under inlet and outlet coftol. Stage / Storage / Discharge Table Stage Storage Elevation Civ A CW B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft Cfs Cfs Cfs Cis Cfs Cfs Cfs cis Cfs cfs 0.00 0 1443.43 0.00 - - - - - - - - 0.00 0.01 0 1443.44 0.01 - - - - - - - - 0.01 0.01 0 1443.44 0.02 - - - - - - - - 0.02 0.02 0 1443.45 0.0.4 - - - - - - - - 0.04 0.03 0 1443.46 0.06 - - - - - - - - 0.06 0.04 0 1443.47 0.09 - - - - - - - - 0.09 0.04 0 1443.47 0.12 - - - - - - - - 0.12 0.05 0 1443.48 0.15 - - - - - - - - 0.15 0.06 0 1443.49 0.18 - - - - - - - - 0.18 0.06 0 1443.49 0.21 - - - - - - - - 0.21 0.07 0 1443.50 0.25 - - - - - - - - 0.25 0.08 0 1443.51 0.31 - - - - - - - - 0.31 0.09 0 1443.52 0.37 - - - - - - - - 0.37 0.10 0 1443.53 0.43 - - - - - - - - 0.43 0.11 0 1443.54 0.50 - - - - - - - - 0.50 0.12 1 1443.55 0.57 - - - - - - - - 0.57 0.13 1 1443.56 0.64 - - - - - - - - 0.64 0.14 1 1443.57 0.71 - - - - - - - - 0.71 0.15 1 1443.58 0.79 - - - - - - - - 0.79 0.16 1 1443.59 0.87 - - - - - - - - 0.87 0.17 1 1443.60 0.95 - - - - - - - - 0.95 0.18 1 1443.61 1.04 - - - - - - - - 1.04 0.19 2 1443.62 1.13 - - - - - - - - 1.13 0.20 2 1443.63 1.22 - - - - - - - - 1.22 0.21 2 1443.64 1.31 - - - - - - - - 1.31 0.22 2 1443.65 1.41 - - - - - - - - 1.41 0.23 3 1443.66 1.50 - - - - - - - - 1.50 0.24 3 1443.67 1.60 - - - - - - - - 1.60 0.25 3 1443.68 1.70 - - - - - - - - 1.70 on next page... RIP Street Pond Storage North Stage / Storage / Discharge Table Stage Storage Elevation Clv A CN 8 CIV C Ch► D Wr A Wr 8 Wr C Wr D Exfil Total ft cult ft cis cis cis cis cis cis ds cls cis cfs 0.26 4 1443.69 1.81 - - - - - - - - 1.81 �w 0.27 4 1443.70 1_91 - - - - - - - - 1.91 0.28 5 1443.71 2.02 - - - - - - - - 2.02 0.29 6 1443.72 2.13 - - - - - - - - 2.13 0.30 7 1443.73 2.24 - - - - - - - - 2.24 4" 0.31 8 1443.74 2.35 - - - - - - - - 2.35 0.32 9 1443.75 2.46 - - - - - - - - 2.46 0.33 10 1443.76 2.58 - - - - - - - - 2.58 0.34 11 1443.77 2.70 - - - - - - - - 2.70 0.35 12 1443.78 2.82 - - - - - - - - 2.82 0.36 14 1443.79 2.94 - - - - - - - - 2.94 0.37 15 1443.80 3.07 - - - - - - - - 3.07 0.38 17 1443.81 3.19 - - - - - - - - 3.19 0.39 20 1443.82 3.32 - - - - - - - - 3.32 0.40 23 1443.83 3.45 - - - - - - - - 3.45 0.41 26 1443.84 3.58 - - - - - - - - 3.58 0.42 29 1443.85 3.71 - - - - - - - - 3.71 0.43 32 1443.86 3.84 - - - - - - - - 3.84 0.44 34 1443.87 3.98 - - - - - - - - 3.98 0.45 0.46 37 40 1443.88 1443.89 4.11 - - - - - - - - 4.25 - - - - - - - - 4.11 4.25 0.47 43 1443.90 4.39 - - - - - - - - 4.39 0.48 49 1443.91 4.53 - - - - - - - - 4.53 *�* 0.49 54 1443.92 4.67 - - - - - - - - 4.67 0.50 60 1443.93 4.81 - - - - - - - - 4.81 0.51 66 1443.94 4.96 - - - - - - - - 4.96 0.52 72 1443.95 5.11 - - - - - - - - 5.11 0.53 78 1443.96 5.26 - - - - - - - - 5.26 0.54 0.55 83 89 1443.97 1443.98 5.40 - - - - - - - - 5.56 - - - - - - - - 5,40 5.56 0.56 95 1443.99 5.71 - - - - - - - - 5.71 0.57 101 1444.00 5.86 - - - - - - - - 5,86 j 0.58 111 1444.01 6.01 - - - - - - - - 6.01 0.59 121 1444.02 6.14 - - - - - - - - 6.14 0.60 131 1444.03 6.24 - - - - - - - - 6.24 0.61 141 1444.04 6.34 - - - - - - - - 6,34 0.62 0.63 152 162 1444.05 1444.06 6.44 - - - - - - - - 6.54 - - - - - - - - 6,44 6,54 0.64 172 1444.07 6.63 - - - - - - - - 6.63 0.65 182 1444.08 6.73 - - - - - - - - 6.73 0.66 192 1444.09 6.82 - - - - - - - - 6.82 0.67 203 1444.10 6.91 - - - - - - - - 6.91 0.68 213 1444.11 6.97 6.97 0.68 223 1444.11 7.04 - - - - - - - - 7,04 0.69 234 1444.12 7.10 - - - - - - - - 7.10 0.70 0.70 244 255 1444.13 1444.14 7.16 - - - - - - - - 7.22 - - - - - - - - 7.16 7.22 0.71 265 1444.14 7.28 - - - - - - - - 7.28 0.72 276 1444.15 7.34 - - - - - - - - 7,34 0.73 286 1444.16 7.40 - - - - - - - - 7.40 0.73 297 1444.16 7.46 - - - - - - - - 7,46 0.74 307 1444.17 7.52 - - - - - - - - 7.52 ... End M . Hydrograph Report 00 go ON �. Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Catch Basin Inlet Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 2 Max. Elevation = 1443.94 ft Peak discharge = Time interval = Reservoir name = Max. Storage = Tuesday, Oct 24 2006, 10:37 AM 4.94 cfs 1 min Street Pond Stora 69 cuft 4r Storage Indication method used. Outflow hydrograph volume = 3,427 cult Hydrograph Discharge Table (PnMedvak*s-I%of Op) Time Inflow Elevation Civ A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1 0.47 1443.53 0.46 - - - - - - - - 0.46 �. 2 0.94 1443.60 0.94 - - - - - - - - 0.94 3 1.42 1443.65 1.37 - - - - - - - - 1.37 4 1.89 1443.70 1.88 - - - - - - - - 1.88 5 2.36 1443.73 2.25 - - - - - - - - 2.25 6 2.83 1443.78 2.77 - - - - - - - - 2.77 7 3.30 1443.81 3.18 - - - - - - - - 3.18 8 3.77 1443.84 3.58 - - - - - - - - 3.58 9 4.25 1443.88 4.07 - - - - - - - - 4.07 10 4.72 1443.91 4.50 - - - - - - - - 4.50 11 5.19 << 1443.93 4.87 - - - - - - - - 4.87 12 4.72 1443.94 << 4,94 - - - - - - - - 4.94 << 40 13 4.25 1443.91 4.56 - - - - - - - - 4.56 14 3.77 1443.87 4.00 - - - - - - - - 4.00 15 3.30 1443.83 3.48 - - - - - -- - - 3.48 16 2.83 1443.80 3.00 - - - - - - - - 3.00 17 2.36 1443.74 2.39 - - - - - - - - 2.39 18 1.89 1443.71 1.99 - - - -- - - - -- 2.00 19 1.42 1443.65 1.39 - - - - - - - - 1.39 20 0.94 1443.61 1.01 - - - - - - - - 1.01 21 0.47 1443.53 0.43 - - - - - - - - 0.43 �* 22 0.00 1443.46 0.05 - - - - - - - - 0.05 ...End .W 40 9. As An s Yw Pond Report Hydraflow Hydmgraphs by Intelisolve ,. Pond No. 4 - Street Pond Storage South ow Pond Data Pond storage is based on known contour areas. Average end area method used. �r Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) 0.00 1443.43 00 0 0 0.07 1443.50 04 0 0 0.17 1443.60 12 1 1 0.27 1443.70 47 3 4 0.37 1443.80 182 11 15 0.47 1443.90 420 30 46 0.57 1444.00 811 62 107 0.67 1444.10 1,346 108 215 0.74 1444.17 1 805 110 325 Tuesday, Oct 24 2006, 10:37 AM Stage / Storage / Discharge Table Stage Storage Elevation Clv A It cult It Cfs 0.00 Culvert / Orifice Structures 1443.43 0.00 Weir Structures 0 1443.44 0.01 0.01 [A] [B] ICI [D] [A] [B] [C] [D] Rise (in) = 7.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 48.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeif. = 0.00 0.00 0.00 0.00 Invert El. (ft) = 1443.43 0.00 0.00 0.00 Weir Type = - - - - Length (ft) = 0.00 0.00 0.00 0.00 Multistage = No No No No Slope (%) = 0.00 0.00 0.00 0.00 0.64 0.14 1 1443.57 N -Value = .013 .000 .000 _000 0.16 1 1443.59 0.87 Orif. Coeff. = 0.60 0.00 0.00 0.00 1 1443.61 1.04 0.19 Multistage = n/a No No No Exfritration = 0.000 in/hr (Contour) Taitwater Elev. = 0.00 ft Stage / Storage / Discharge Table Stage Storage Elevation Clv A It cult It Cfs 0.00 0 1443.43 0.00 0.01 0 1443.44 0.01 0.01 0 1443.44 0.02 0.02 0 1443.45 0.04 0.03 0 1443.46 0.06 0.04 0 1443.47 0.09 0.04 0 1443.47 0.12 0.05 0 1443.48 0.15 0.06 0 1443.49 0.18 0.06 0 1443.49 0.21 0.07 0 1443.50 0.25 0.08 0 1443.51 0.31 0.09 0 1443.52 0.37 0.10 0 1443.53 0.43 0.11 0 1443.54 0.50 0.12 1 1443.55 0.57 0.13 1 1443.56 0.64 0.14 1 1443.57 0.71 0.15 1 1443.58 0.79 0.16 1 1443.59 0.87 0.17 1 1443.60 0.95 0.18 1 1443.61 1.04 0.19 2 1443.62 1.13 0.20 2 1443.63 122 0.21 2 1443.64 1.31 0.22 2 1443.65 1.41 0.23 3 1443.66 1.50 0.24 3 1443.67 1.60 0.25 3 1443.68 1.70 Nate: CuNertiOnfice off"" have been analyzed under inlet and outlet control. Civ B Ch► C Civ D Wr A Wr B Wr C Wr D Exfil Total cis Cfs cis Cfs Cfs cis Cfs Cfs cfs - - - - - 0.00 0.01 - 0.02 - - 0.04 - - - -- - - - 0.06 - - - - - - 0.09 - - - - - - 0.12 - - - - 0.15 - - - - - - - - 0.18 0.21 0.25 0.31 - - - - 0.37 0.43 0.50 0.57 0.64 0.71 0.79 -- - - - - 0.87 0.95 1.04 1.13 1.22 1.31 - - - - - - 1.41 - - - 1.50 1.60 1.70 on next page... a +w 40 Ift dd Am cw to ey gr rr Street Pond Storage South Stage / Storage / Discharge Table Stage Storage Elevation Chr A CIV B CIV C Civ D Wr A Wr B Wr C Wr D Exfil Total ft cult It cis ds Cts Cts cis cis cis cis cfs Cls 0.26 4 1443.69 1.81 - - - - - - - - 1.81 0.27 4 1443.70 1.91 - - - - - - - - 1.91 0.28 5 1443.71 2.02 - - - - - - - - 2.02 0.29 6 1443.72 2.13 - - - - - - - - 2.13 0.30 7 1443.73 2.24 - - - - - - - - 2.24 0.31 9 1443.74 2.35 - - - - - - - - 2.35 0.32 10 1443.75 2.46 - - - - - - - - 2.46 0.33 11 1443.76 2.58 - - - - - - - - 2.58 0.34 12 1443.77 2.70 - - - - - - - - 2.70 0.35 13 1443.78 2.82 - - - - - - - - 2.82 0.36 14 1443.79 2.94 - - - - - - - - 2.94 0.37 15 1443.80 3.07 - - - - - - - - 3.07 0.38 18 1443.81 3.19 - - - - - - - - 3.19 0.39 21 1443.82 3.32 - - - - - - - - 3.32 0.40 24 1443.83 3.45 - - - - - - - - 3.45 0.41 27 1443.84 3.58 - - - - - - - - 3.58 0.42 31 1443.85 3.71 - - - - - - - - 3.71 0.43 34 1443.86 3.84 - - - - - - - - 3.84 0.44 37 1443.87 3.98 - - - - - - - - 3.98 0.45 40 1443.88 4.11 - - - - - - - - 4.11 0.46 43 1443.89 4.25 - - - - - - - - 4.25 0.47 46 1443.90 4.39 - - - - - - - - 4.39 0.48 52 1443.91 4.53 - - - - - - - - 4.53 0.49 58 1443.92 4.67 - - - - - - - - 4.67 0.50 64 1443.93 4.81 - - - - - - - - 4.81 0.51 70 1443.94 4.96 - - - - - - - - 4.96 0.52 76 1443.95 5.11 - - - - - - - - 5.11 0.53 83 1443.96 5.26 - - - - - - - - 5.26 0.54 89 1443.97 5.40 - - - - - - - - 5.40 0.55 95 1443.98 5.56 - - - - - - - - 5.56 0.56 101 1443.99 5.71 - - - - - - - - 5.71 0.57 107 1444.00 5.86 - - - - - - - - 5.86 0.58 118 1444.01 6.01 - - - - - - - - 6.01 0.59 129 1444.02 6.14 - - - - - - - - 6.14 0.60 139 1444.03 6.24 - - - - - - - - 6.24 0.61 150 1444.04 6.34 - - - - - - - - 6.34 0.62 161 1444.05 6.44 - - - - - - - - 6.44 0.63 172 1444.06 6.54 - - - - - - - - 6.54 0.64 183 1444.07 6.63 - - - - - - - - 6.63 0.65 193 1444.08 6.73 - - - - - - - - 6.73 0.66 204 1444.09 6.82 - - - - - - - - 6.82 0.67 215 1444.10 6.91 - - - - - - - - 6.91 0.68 226 1444.11 6.97 - - - - - - - - 6.97 0.68 237 1444.11 7.04 - - - - - - - - 7.04 0.69 248 1444.12 7.10 - - - - - - - - 7.10 0.70 259 1444.13 7.16 - - - - - - - - 7.16 0.70 270 1444.14 7.22 - -- - - - - - - 7.22 0.71 281 1444.14 7.28 - - - - - - - - 7.28 0.72 292 1444.15 7.34 - - - - - - - - 7.34 0.73 303 1444.16 7.40 - - - - - - - - 7.40 0.73 314 1444.16 7.46 - - - - - - - - 7.46 0.74 325 1444.17 7.52 - - - - - - - - 7.52 ...End 1C M Hydrograph Report Outflow hydrograph volume = 6,844 cult # Hydraflow Hydrographs by Intelisolve Hydrograph Tuesday, Oct 24 2006,10:37 AM Hyd. No. 5 Time Inflow PIPE INLET CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D Exfl1 Outflow 4. Hydrograph type = Reservoir Peak discharge = 7.34 cfs .� Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 3 Reservoir name = Catch Basin Stora Max. Elevation = 1441.75 ft Max. Storage = 18 cuft .rr ... End E 5 E 1' Storage Indication method used. Outflow hydrograph volume = 6,844 cult Hydrograph Discharge Table (P"'" dvak s-I%of°°' Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D Exfl1 Outflow 4. (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1 0.56 1440.57 0.49 - - - - - - - - 0.49 �w 2 1.15 1440.74 1.15 - - 1.15 3 1.71 1440.85 1.66 - - - - - - - - 1.66 .. 4 2.24 1440.95 2.24 - - - - - - - - 2.24 5 2.82 1441.04 2.78 - - - - - - - - 2.78 '1` 6 3.32 1441.12 3.32 - - - - - - - - 3.32 7 3.86 1441.20 3.82 - - - - - - - - 3.82 8 4.44 1441.28 4.43 - - - - -- - - - 4.43 9 4.87 1441.34 4.85 - - - - - - - - 4.85 10 5.44 1441.43 5.43 - - - - - - - - 5.43 11 5.98 1441.51 5.96 - - - - - - - - 5.96 12 6.33 1441.56 6.33 - - - - - - - - 6.33 13 6.75 1441.63 6.72 - - - - - - - - 6.72 14 7.13 1441.70 7.12 - - - - - - - - 7.12 15 7.35 << 1441.75 7.33 - - - - - - - - 7.33 16 7.32 1441.75 << 7.34. - - - - - - - - 7,34 << 17 7.14 1441.70 7.14 - - - - - - - - 7.14 18 6.79 1441.64 6.81 - - - - - - - - 6.81 19 6.23 1441.55 6.25 - - - - - - - - 6.25 20 5.33 1441.42 5.36 - - - - - - - - 5.36 21 4.50 1441.30 4.51 - - - - - - - - 4.51 �* 22 3.70 1441.18 3.73 - - - - - - - - 3.73 23 3.12 1441.09 3.13 - - - - - - - - 3.13 24 2.37 1440.98 2.41 - - - - - - - - 2.41 25 1.86 1440.88 1.86 - - - - - - - - 1.86 26 1.12 1440.75 1.18 - - - - - - - - 1.18 27 0.65 1440.61 0.65 - -- - -- -- ---- - -- 0.65 28 0.00 1440.38 0.07 - - - - - - - - 0.07 .rr ... End E 5 E 1' Am ,.w �r ar :aril AA 'W Am rr As AM Pond Report Hydraflow Hydrographs by Intelisolve Tuesday, Oct 24 2006,10:37 AM Pond No. 2 - Catch Basin Storage Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgtt) Incr. Storage (cult) Total storage (cult) 0.00 1440.26 00 0 0 0.27 1440.53 13 2 2 0.74 1441.00 13 6 8 1.24 1441.50 13 7 14 1.74 1442.00 13 7 21 2.24 1442.50 13 7 27 2.74 1443.00 13 6 34 3.17 1443.43 13 6 39 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 18.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 18.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El. (ft) = 144026 0.00 0.00 0.00 Weir Type = - - - - Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 0.00 0.00 0.00 0.00 N -Value = _013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = n/a No No No EAttration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note- WvertfOriFioe outflows have been analyzed under intim and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Total It cult It cfs cis cis cis cis cis cfs cis cis cfs 0.00 0 1440.26 0.00 - - - - - - - - 0.00 0.03 0 1440.29 0.00 - - - - - - - - 0.00 0.05 0 1440.31 0.02 - - - - - - - - 0.02 0.08 1 1440.34 0.04 - - - - - - - - 0.04 0.11 1 1440.37 0.06 - - - - - - - - 0.06 0.14 1 1440.40 0.10 - - - - - - - - 0.10 0.16 1 1440.42 0.14 - - - - - - - - 0.14 0.19 1 1440.45 0.19 - - - - - - - - 0.19 0.22 1 1440.48 025 - - - - - - - - 0.25 0.24 2 1440.50 0.31 - - - - - - - - 0.31 0.27 2 1440.53 0.38 - - - - - - - - 0.38 0.32 2 1440.58 0.52 - - - - - - - - 0.52 0.36 3 1440.62 0.68 - - - - - - - - 0.68 0.41 4 1440.67 0.86 - - - - - - - - 0.86 0.46 4 1440.72 1.05 - -• - - - - - - 1.05 0.51 5 1440.77 1.27 - - - - - - - - 1.27 0.55 5 1440.81 1.49 - - - - - - - - 1.49 0.60 6 1440.86 1.74 - - - - - - - - 1.74 0.65 7 1440.91 2.00 - - - - - - - - 2.00 0.69 7 1440.95 2.26 - - - - - - - - 2.26 0.74 8 1441.00 2.55 - - - - - - - - 2.55 0.79 9 1441.05 2.86 - - - - - - - - 2.86 0.84 9 1441.10 3.18 - - - - - - - - 3.18 0.89 10 1441.15 3.51 - - - - - - - - 3.51 0.94 10 1441.20 3.85 - - - - - - - - 3.85 0.99 11 1441.25 4.20 - - - - - - - - 4.20 1.04 12 1441.30 4.55 - - - - - - - - 4.55 1.09 12 1441.35 4.89 - - - - - - - - 4.89 1.14 13 1441.40 5.24 - - - - - - - - 5.24 1.19 14 1441.45 5.59 - - - - - - - - 5.59 Continues on next page... 12 -m -As ,r F Catch Basin Storage Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cult ft cfs cis cfs cls cfs cfs efs cls cis cfs 1.24 14 1441.50 5.93 - - - - - - - - 5.93 1.29 15 1441.55 6.25 - - - - - - - - 6.25 1.34 16 1441.60 6.57 - - - - - - - - 6.57 1.39 16 1441.65 6.86 - - - - - - - - 6.86 1.44 17 1441.70 7.13 - - - - - - - - 7.13 1.49 18 1441.75 7.34 - - - - - - - - 7.34 1.54 18 1441.80 7.56 - - - - - - - - 7.56 1.59 19 1441.85 7.80 - - - - - - - - 7.80 1.64 20 1441.90 8.03 - - - - - - - - 8.03 1.69 20 1441.95 8.25 - - - - - - - - 8.25 1.74 21 1442.00 8.47 - - - - - - - - 8.47 1.79 22 1442.05 8.68 - - - - - - - - 8.68 1.84 22 1442.10 8.88 - - - - - - - - 8.88 1.89 23 1442.15 9.08 - - - - - - - - 9.08 1.94 23 1442.20 9.28 - - - - - - - - 9.28 1.99 24 1442.25 9.47 - - - - - - - - 9.47 2.04 25 1442.30 9.66 - - - - - - - - 9.66 2.09 25 1442.35 9.85 - - - - - - - - 9.85 2.14 26 1442.40 10.03 - - - - - - - - 10.03 2.19 27 1442.45 10.21 - - - - - - - - 10.21 2.24 27 1442.50 10.38 - - - - - - - - 10.38 2.29 28 1442.55 10.56 - - - - - - - - 10.56 2.34 29 1442.60 10.73 - - - - - - - - 10.73 2.39 29 1442.65 10.90 - - - - - - - - 10.90 2.44 30 1442.70 11.06 - - - - - - - - 11.06 2.49 31 1442.75 11.22 - - - - - - - - 11.22 2.54 31 1442.80 11.38 - - - - - - - - 11.38 2.59 32 1442.85 11.54 - - - - - - - - 11.54 2.64 33 1442.90 11.70 - - - - - - - - 11.70 2.69 33 1442.95 11.85 - - - - - - - - 11.85 2.74 34 1443.00 12.00 - - - - - - - - 12.00 2.78 34 1443.04 12.13 - - - - - - - - 12.13 2.83 35 1443.09 12.26 - - - - - - - - 12.26 2.87 36 1443.13 12.38 - - - - - - - - 12.38 2.91 36 1443.17 12.51 - - - - - - - - 12.51 2.96 37 1443.22 12.63 - - - - - - - - 12.63 3.00 37 1443.26 12.76 - - - - - - - - 12.76 3.04 38 1443.30 12.88 - - - - - - - - 12.88 3.08 38 1443.34 13.00 - - - - - - - - 13.00 3.13 39 1443.39 13.12 - - - - - - - - 13.12 3.17 39 1443.43 13.24 - - - - - - - - 13.24 ...End rTi 1i Hydrograph Report AN Hydraflow Hydrographs by Intelisolve Tuesday, Oct 24 2006, 10:37 AM 1W Hyd. No. 6 a "` Pipe Inlet Outflow hydrograph volume = 3,427 cult 40 Hydrograph type = Reservoir Peak discharge = 4.95 ds �. Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 4 Reservoir name = Catch Basin Stora Max. Elevation = 1441.36 ft Max. Storage = 13 cuft am a Storage Indication method used. Outflow hydrograph volume = 3,427 cult Hydrograph Discharge Table (Prir"edvakm-1%ofOp.) Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D ESI Outflow .r (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1 0.46 1440.54 0.40 - - - - - - - - 0.40 2 0.94 1440.69 0.93 - - - - - - - - 0.93 3 1.37 1440.78 1.34 - - - - - - - - 1.34 4 1.88 1440.88 1.87 - - - - - - - - 1.87 5 2.25 1440.95 2.23 - - - - - - - - 2.23 6 2.77 1441.03 2.75 - -- - - - - - - 2.75 7 3.18 1441.10 3.17 - - - - - - - - 3.17 8 3.58 1441.16 3.56 - - - - - - - - 3.56 „ 9 4.07 1441.23 4.06 - - - - - - -- - 4.06 10 4.50 1441.29 4.49 - - - - - - - - 4.49 �,. 11 4.87 1441.35 4.86 - - - - - - - - 4.86 12 4.94 << 1441.36 << 4.95 - - - - - - - - 4.95 << �r 13 4.56 1441.31 4.58 - - - - - - - - 4.58 14 4.00 1441.22 4.02 - - - - - - - - 4.02 "* 15 3.48 1441.15 3.49 - - - - - - - - 3.49 16 3.00 1441.08 3.02 - - - - - - - - 3.02 17 2.39 1440.98 2.41 - - - - - - - - 2.41 18 2.00 1440.91 2.00 - - - - - - - - 2.00 19 1.39 1440.80 1.43 - - - - - - - - 1.43 �. 20 1.01 1440.71 1.01 - - - - - - - - 1.01 21 0.43 1440.57 0.49 - -- - - - - - - 0.49 4W ... End I rrr Pond Report Hydraflow Hydrographs by Inteliisohre Pond No. 2 - Catch Basin Storage Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult) 0.00 1440.26 00 0 0 0.27 1440.53 13 2 2 0.74 1441.00 13 6 8 1.24 1441.50 13 7 14 1.74 1442.00 13 7 21 2.24 1442.50 13 7 27 2.74 1443.00 13 6 34 3.17 1443.43 13 6 39 Tuesday, Oct 24 2006,10:37 AM Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 18.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 18.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert EI. (ft) = 1440.26 0.00 0.00 0.00 Weir Type = - - - - Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 0.00 0.00 0.00 0.00 N -Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multistage = n/a No No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Nate Cwvwvonfice outflows have teen analyzed under i dd and wW axdrdl Stage / Storage ! Discharge Table Stage Storage Elevation Clv A Clv B Clv C Chr D Wr A Wr B Wr C Wr D Exfll Total ft cuft it cis cis cis cis cis cis cis cfs cis cis 0.00 0 1440.26 0.00 - - - - - - - - 0.00 0.03 0 1440.29 0.00 - - - - - - - - 0.00 0.05 0 1440.31 0.02 - - - - - - - - 0.02 0.08 1 1440.34 0.04 - - - - - - - - 0.04 0.11 1 1440.37 0.06 - - - - - - - - 0.06 0.14 1 1440.40 0.10 - - - - - - - - 0.10 0.16 1 1440.42 0.14 - - - - - -- - - 0.14 0.19 1 1440.45 0.19 - - - - - - - - 0.19 0.22 1 1440.48 0.25 - - - - - - - - 0.25 0.24 2 1440.50 0.31 - - - - - - - - 0.31 0.27 2 1440.53 0.38 - - - - - - - - 0.38 0.32 2 1440.58 0.52 - - - - - - - - 0.52 0.36 3 1440.62 0.68 - - - - - - - - 0.68 0.41 4 1440.67 0.86 - - - - - - - - 0.86 0.46 4 1440.72 1.05 - - - - - - - - 1.05 0.51 5 1440.77 1.27 - - - - - - - - 1.27 0.55 5 1440.81 1.49 - - - - - - - - 1.49 0.60 6 1440.86 1.74 - - - - - - - - 1.74 0.65 7 1440.91 2.00 - - - - - - - - 2.00 0.69 7 1440.95 2.26 - - - - - - - - 2.26 0.74 8 1441.00 2.55 - - - - - - - - 2.55 0.79 9 1441.05 2.86 - - - - - - - - 2.86 0.84 9 1441.10 3.18 - - - - - - - - 3.18 0.89 10 1441.15 3.51 - - - - - - - - 3.51 0.94 10 144120 3.85 - - - - - - - - 3.85 0.99 11 1441.25 4.20 - - - - - - - - 4.20 1.04 12 1441.30 4.55 - - - - - - - - 4.55 1.09 12 1441.35 4.89 - - - - - - - - 4.89 1.14 13 1441.40 5.24 - - - - - - - - 5.24 1.19 14 1441.45 5.59 - - - - - - - - 5.59 Continues on next page --- It4 qw .yr MW im i Catch Basin Storage Stage / Storage / Discharge Table Stage Storage Elevation Civ A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cult ft cfs cts cfs cfs cfs cis cfs cis cis cls 1.24 14 1441.50 5.93 - - - - - - - - 5.93 1.29 15 1441.55 6.25 - - - - - - - - 6.25 1.34 16 1441.60 6.57 - - - - - - - - 6.57 1.39 16 1441.65 6.86 - - - - - - - - 6.86 1.44 17 1441.70 7.13 - - - - - - - - 7.13 1.49 18 1441.75 7.34 - - - - - - - - 7.34 1.54 18 1441.80 7.56 - - - - - - - - 7.56 1.59 19 1441.85 7.80 - - - - - - - - 7.80 1.64 20 1441.90 8.03 - - - - - - - - 8.03 1.69 20 1441.95 8.25 - - - - - - - - 8.25 1.74 21 1442.00 8.47 - - - - - - - - 8.47 1.79 22 1442.05 8.68 - - - - - - - - 8.68 1.84 22 1442.10 8.88 - - - - - - - - 8.88 1.89 23 1442.15 9.08 - - - - - - - - 9.08 1.94 23 1442.20 9.28 - - - - - - - - 9.28 1.99 24 1442.25 9.47 - - - - - - - - 9.47 2.04 25 1442.30 9.66 - - - - - - - - 9.66 2.09 25 1442.35 9.85 - - - - - - - - 9.85 2.14 26 1442.40 10.03 - - - - - - - - 10.03 2.19 27 1442.45 10.21 - - - - - - - - 10.21 2.24 27 1442.50 10.38 - - - - - - - - 10.38 2.29 28 1442.55 10.56 - - - - - - - - 10.56 2.34 29 1442.60 10.73 - - - - - - - - 10.73 2.39 29 1442.65 10.90 - - - - - - - - 10.90 2.44 30 1442.70 11.06 - - - - - - - - 11.06 2.49 31 1442.75 11.22 - - - - - - - - 11.22 2.54 31 1442.80 11.38 - - - - - - - - 11.38 2.59 32 1442.85 11.54 - - - - - - - - 11.54 2.64 33 1442.90 11.70 - - - - - - - - 11.70 2.69 33 1442.95 11.85 - - - - - - - - 11.85 2.74 34 1443.00 12.00 - - - - - - - - 12.00 2.78 34 1443.04 12.13 - - - - - - - - 12.13 2.83 35 1443.09 12.26 - - - - - - - - 12.26 2.87 36 1443.13 12.38 - - - - - - - - 12.38 2.91 36 1443.17 12.51 - - - - - - - - 12.51 2.96 37 1443.22 12.63 - - - - - - - - 12.63 3.00 37 1443.26 12.76 - - - - - - - - 12.76 3.04 38 1443.30 12.88 - - - - - - - - 12.88 3.08 38 1443.34 13.00 - - - - - - - - 13.00 3.13 39 1443.39 13.12 - - - - - - - - 13.12 3.17 39 1443.43 13.24 - - - - - - - - 13.24 ..End 1E Hydrograph Report 17 Hydraflow Hydrographs by Intelisolve Hyd. No. 7 <no description> Hydrograph type = Combine Storm frequency = 100 yrs Inflow hyds. = 5, 6 Tuesday, Oct 24 2006,10:37 AM Peak discharge = 11.30 cfs Time interval = 1 min Hydrograph Volume = 10,272 cult �. Hydrograph Discharge Table (Pr"edvalues-16afQp-) .. Time Hyd. 5 + Hyd. 6 = Outflow (min) (cfs) (cfs) (cfs) 1 0.49 0.40 0.89 2 1.15 0.93 2.08 40 3 1.66 1.34 3.00 4 2.24 1.87 4.11 ,. 5 2.78 2.23 5.01 6 3.32 2.75 6.07 7 3.82 3.17 6.99 8 4.43 3.56 8.00 9 4.85 4.06 8.91 10 5.43 4.49 9.91 11 5.96 4.86 10.82 12 6.33 4.95 << 11.27 ,M 13 6.72 4.58 11.30 << 40 14 7.12 4.02 11.14 15 7.33 3.49 10.82 w* 16 7.34 << 3.02 10.35 17 7.14 2.41 9.56 18 6.81 2.00 8.81 19 6.25 1.43 7.68 20 5.36 1.01 6.37 ,a 21 4.51 0.49 5.01 22 3.73 0.04 3.77 1. 23 3.13 0.02 3.14 24 2.41 0.00 2.41 25 1.86 0.00 1.86 26 1.18 0.00 1.18 27 0.65 0.00 0.65 ... End 40 17 An 40 Hydrograph Report Hydraflow Hydrographs by Intelisolve Tuesday, Oct 24 2006, 10:37 AM Hyd. No. 8 Discharge Table (PrnMedvekm-1%ofQD' Time Parkway Inlet Elevation Civ A CW B Civ C CIV D Wr A Wr B Wr C Wr D ExH1 Outflow Hydrograph type = Reservoir Peak discharge = 10.97 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 7 Reservoir name = Pipe Storage Max. Elevation = 1441.23 ft Max. Storage = 479 cuft Storage Indication method used. Outflow hydrograph volume = 10,274 cult Hydrograph Discharge Table (PrnMedvekm-1%ofQD' Time Inflow Elevation Civ A CW B Civ C CIV D Wr A Wr B Wr C Wr D ExH1 Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1 0.89 1439.77 0.78 - - - - - - - - 0.78 2 2.08 1439.88 2.02 - - - - - - - - 2.02 3 3.00 1439.94 2.83 - - - - - - - - 2.83 4 4.11 1440.02 3.95 - - - - - - - - 3.95 5 5.01 1440.07 4.79 - - - - - - - - 4.79 6 6.07 1440.13 5.84 - - - - - - - - 5.84 7 6.99 1440.13 5.90 - - - - - - - - 5.89 8 8.00 1440.44 7.08 - - - - - - - - 7.08 9 8.91 1440.59 7.94 - - - - - - - - 7.94 10 9.91 1440.74 8.76 - - - - - - - - 8.76 11 10.82 1440.91 9.57 - - - - - - - - 9.57 12 11.27 1441.06 10.28 - - - - - ---- - - 10.28 13 11.30 << 1441.17 10.74 - - - - - - - - 10.74 14 11.14 1441.22 10.97 - - - - - - - - 10.97 15 10.82 1441.23 << 10.97 - - - - - - - - 10.97 << 16 10.35 1441.18 10.79 - - - - - - - - 10.79 17 9.56 1441.09 10.41 - - - - - - - - 10.41 18 8.81 1440.96 9.83 - -- - - - - - - 9.83 19 7.68 1440.80 9.04 - - - - - - - - 9.04 20 6.37 1440.59 7.94 - - - - - - - - 7.94 21 5.01 1440.35 6.46 - - - - - - - - 6.46 22 3.77 1440.08 4.93 - - - - - - - - 4.93 23 3.14 1439.94 2.76 -- - - - - - - - 2.76 24 2.41 1439.94 2.79 - - - - - - - - 2.79 25 1.86 1439.86 1.73 - - - - - - - - 1.73 26 1.18 1439.83 1.36 - - - - - - - - 1.36 27 0.65 1439.74 0.57 - - - - - - - - 0.57 28 0.07 1439.69 0.19 - - - - - - - - 0.19 ... End I 11 1. s awe wir v. do wr* do ar MW 40 AM 40 +w ufil w w.i yaw Pond Report Hydraflow Hydrographs by Intelisolve Civ A ft Tuesday, Oct 24 2006, 10:37 AM Pond No. 3 - Pipe Storage [C] Rise (in) = 6.00 Pond Data 0.00 Span (in) = 60.00 Pipe dia. = 2.00 ft Pipe length = 220.6 ft No. Barrels = 1.0 Slope = 0.25 % Invert elev. = 1439.64 ft Stage / Storage Table 0 0 Invert EI. (ft) Stage (ft) Elevation (ft) Contour area (sglt) Incr. Storage (cult) Total storage (cult) 0.00 1439.64 00 0 0 0.13 1439.77 00 3 3 0.26 1439.90 00 5 9 0.38 1440.02 00 16 25 0.51 1440.15 00 29 54 0.64 1440.28 00 37 91 0.77 1440.41 00 45 135 0.89 1440.53 00 49 184 1.02 1440.66 00 52 237 1.15 1440.79 00 54 291 1.28 1440.92 00 55 347 1.40 1441.04 00 55 402 1.53 1441.17 00 54 457 1.66 1441.30 00 53 509 1.79 1441.43 00 49 558 1.91 1441.55 00 45 603 2.04 1441.68 00 37 640 2.17 1441.81 00 29 668 2.30 1441.94 00 16 685 2.42 1442.06 00 5 690 2.55 1442.19 00 3 693 Culvert / Orifice Structures Civ A ft [A] [B] [C] Rise (in) = 6.00 0.00 0.00 Span (in) = 60.00 0.00 0.00 No. Barrels = 1 0 0 Invert EI. (ft) = 1439.64 0.00 0.00 Length (ft) = 84.75 0.00 0.00 Slope (%) = 0.30 0.00 0.00 N -Value = .013 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 Multi -Stage = n/a No No Stage / Storage Stage Storage It cult 0.00 1 0.01 1 0.03 0.04 0.05 0.06 0.08 0.09 0.10 0.11 0.13 0.14 0.15 0.17 ! 0.18 ! 0.19 1 0.20 1 / Discharge Table I Elevation Civ A ft cfs 1 1439.64 0.00 I 1439.65 0.02 1439.67 0.07 1 1439.68 0.13 1 1439.69 0.20 ! 1439.70 0.28 ! 1439.72 0.36 ! 1439.73 0.46 ! 1439.74 0.56 1 1439.76 0.67 1 1439.77 0.78 1 1439.78 0.90 1 1439.79 1.02 i 1439.81 1.15 i 1439.82 1.29 i 1439.83 1.43 i 1439.84 1.57 No EARration = 0.000 in/hr (Wet area) TaMater Elev. = 0.00 It Nate: Culvervorifim m0ows have been analyzed under wiW and mMet control Civ B CIV C Clv D Wr A Wr B Wr C Wr D Exfil Total cfs cfs cfs cfs cfs cfs cfs cfs cfs - 0.00 0.02 0.07 0.13 0.20 0.28 - - - - - - - - 0.36 0.46 0.56 0.67 - - - - - - - - 0.78 - - 0.90 - - 1.02 - - - - - - - - 1.15 - - - - - - 1.29 1.43 1.57 CorUnues on next page... 1s Weir Structures [D] [A] [B] [C] [D] 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 0 Weir Coeff. = 0.00 0.00 0.00 0.00 0.00 Weir Type = - - - - 0.00 Multi -Stage = No No No No 0.00 .000 0.00 No EARration = 0.000 in/hr (Wet area) TaMater Elev. = 0.00 It Nate: Culvervorifim m0ows have been analyzed under wiW and mMet control Civ B CIV C Clv D Wr A Wr B Wr C Wr D Exfil Total cfs cfs cfs cfs cfs cfs cfs cfs cfs - 0.00 0.02 0.07 0.13 0.20 0.28 - - - - - - - - 0.36 0.46 0.56 0.67 - - - - - - - - 0.78 - - 0.90 - - 1.02 - - - - - - - - 1.15 - - - - - - 1.29 1.43 1.57 CorUnues on next page... 1s 20 Pipe Storage Stage / Storage / Discharge Table oft Stage Storage Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cis cis cis cis cis cis cis cis cis cis O, 0.22 7 1439.86 1.72 - - - - - - - - 1.72 me 0.23 7 1439.87 1.88 - - - - - - - - 1.88 0.24 8 1439.88 2.04 - - - - - - - - 2.04 40 0.26 9 1439.90 2.19 - - - - - - - - 2.19 0.27 10 1439.91 2.36 - - - - - - - - 2.36 �. 0.28 12 1439.92 2.53 - - - - - - - - 2.53 0.29 14 1439.93 2.71 - - - - - - - - 2.71 0.31 15 1439.95 2.89 - - - - - - - - 2.89 0.32 17 1439.96 3.07 - - - - - - - - 3.07 0.33 18 1439.97 3.26 - - - - - - - - 3.26 0.34 20 1439.99 3.45 - - - - - - - - 3.45 0.36 22 1440.00 3.64 - - - - - - - - 3.64 0.37 23 1440.01 3.84 - - - - - - - - 3.84 0.38 25 1440.02 4.03 - - - - - - - - 4.03 �. 0.40 28 1440.04 4.23 - - - - - - - - 4.23 0.41 31 1440.05 4.44 - - - - - - - - 4.44 0.42 34 1440.06 4.65 - - - - - - - - 4.65 0.43 36 1440.07 4.87 - - - - - - - - 4.87 0.45 39 1440.09 5.08 - - - - - - - - 5.08 0.46 42 1440.10 5.30 - - - - - - - - 5.30 0.47 45 1440.11 5.53 - - - - - - - - 5.53 0.48 48 1440.13 5.75 - - - - - - - - 5.75 0.50 51 1440.14 5.98 - - - - - - - - 5.98 �. 0.51 54 1440.15 4.88 - - - - - - - - 4.88 0.52 57 1440.16 4.99 - - - - - - - - 4.99 ar 0.54 61 1440.18 5.11 - - - - - - - - 5.11 0.55 65 1440.19 5.22 - - - - - - - - 5.22 0.56 68 1440.20 5.33 - - - - - - - - 5.33 ' 0.57 72 1440.21 5.43 - - - - - - - - 5.43 0.59 76 1440.23 5.54 - - - - - - - - 5.54 0.60 80 1440.24 5.64 - - - - - - - - 5.64 0.61 83 1440.25 5.74 - - - - - - - - 5.74 a� 0.63 87 1440.27 5.84 - - - - - - - - 5.84 0.64 91 144028 5.94 - - - - - - - - 5.94 ar 0.65 95 1440.29 6.03 - - - - - - - - 6.03 0.66 100 1440.30 6.13 - - - - - - - - 6.13 0.68 104 1440.32 6.22 - - - - - - - - 6.22 0.69 108 1440.33 6.31 - - - - - - - - 6.31 0.70 113 1440.34 6.40 - - - - - - - - 6.40 do 0.71 117 1440.36 6.49 - - - - - - - - 6.49 0.73 122 1440.37 6.58 - - - - - - - - 6.58 +• 0.74 126 1440.38 6.67 - - - - - - - - 6.67 0.75 131 1440.39 6.75 - - - - - - - - 6.75 �r 0.77 135 1440.41 6.83 - - - - - - - - 6.83 0.78 140 1440.42 6.92 - - - - - - - - 6.92 0.79 145 1440.43 7.00 - - - - - - - - 7.00 .� 0.80 150 1440.44 7.08 - - - - - - - - 7.08 0.82 155 1440.46 7.16 - - - - - - - - 7.16 0.83 160 1440.47 7.24 - - - - - - - -7.24 0.84 165 1440.48 7.32 - - - - - - - - 7.32 a 0.85 170 1440.50 7.40 - - - - - - - - 7.40 0.87 175 1440.51 7.48 - - - - - - - - 7.48 air 0.88 180 1440.52 7.55 - - - - - - - - 7.55 0.89 184 1440.53 7.63 - - - - - - - - 7.63 0.91 190 1440.55 7.70 - - - - - - - - 7.70 0.92 195 1440.56 7.78 - - - - - - - - 7.76 0.93 200 1440.57 7.85 - - - - - - _ 7.85 0.94 205 1440.58 7.92 _ - - - - - - 7.92 0.96 211 1440.60 7.99 - - - - - - -- - 7.99 *+ 0.97 216 1440.61 8.07 - - - - - - - - 8.07 0.98 221 1440.62 8.14 - - - - - - - - 8.14 aw 1.00 226 1440.64 8.21 - - - - - - - - 8.21 1.01 232 1440.65 8.28 - - - - - - - - 8.28 1.02 237 1440.66 8.34 - - - - - - - - 8.34 1.03 242 1440.67 8.41 - - - - - - - - 8.41 1.05 248 1440.69 8.48 - - - - - - _ _ 8.48 40 1.06 253 1440.70 8.55 - - - - - - 8.55 1.07 259 1440.71 8.62 - - - - - - - - 8.62 �* 1.08 264 1440.73 8.68 - - - - - - - - 8.68 1.10 269 1440.74 8.75 - - - - - - - - 8.75 ri. Continues on next page... 21 Pipe Storage Stage / Storage / Discharge Table Stage Storage Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Total ft cult ft cis cis cfs cis cis cis cis cis cis cfs 1.11 275 1440.75 8.81 - - - - - - - - 8.81 1.12 280 1440.76 8.88 - - - - - - - - 8.88 1.14 286 1440.78 8.94 - - - - - - - 8.94 1.15 291 1440.79 9.00 - - - - - - - - 9.00 1.16 297 1440.80 9.07 - - - - - - - - 9.07 1.17 302 1440.81 9.13 - - - - - - - - 9.13 1.19 308 1440.83 9.19 - - - - - - - - 9.19 1.20 313 1440.84 9.26 - - - - - - - - 9.26 1.21 319 1440.85 9.32 - - - - - - - - 9.32 1.22 325 1440.87 9.38 - - - - - - - - 9.38 1.24 330 1440.88 9.44 - - -- - - - - - 9.44 1.25 336 1440.89 9.50 - - - - - - - - 9.50 1.26 341 1440.90 9.56 - - - - - - - - 9.56 1.28 347 1440.92 9.62 - - - - - - - - 9.62 1.29 352 1440.93 9.68 - - - - - - - - 9.68 1.30 358 1440.94 9.74 - - - - - - - - 9.74 1.31 363 1440.95 9.80 - - - - - - - - 9.80 1.33 369 1440.97 9.86 - - - - - - - - 9.86 1.34 374 1440.98 9.91 - - - - - - - - 9.91 1.35 380 1440.99 9.97 - - - - - - - - 9.97 1.37 385 1441.01 10.03 - - - - - - - - 10.03 1.38 391 1441.02 10.09 - - - - - - - - 10.09 1.39 397 1441.03 10.14 - - - - - - - - 10.14 1.40 402 1441.04 10.20 - - - - - - - - 10.20 1.42 408 1441.06 10.25 - - - - - - - - 10.25 1.43 413 1441.07 10.31 - - - - - - - - 10.31 1.44 418 1441.08 10.37 - - - - - - - - 10.37 1.45 424 1441.10 10.42 - - - - - - - - 10.42 1.47 429 1441.11 1048 - - - - - - - - 10.48 1.48 435 1441.12 10.53 - - - - - - - - 10.53 1.49 440 1441.13 10.59 - - - - - - - - 10.59 1.51 446 1441.15 10.64 - - - - - - - - 10.64 1.52 451 1441.16 10.69 - - - - - - - - 10.69 1.53 457 1441.17 10.75 - - - - - - - - 10.75 1.54 462 1441.18 10.80 - - - - - - - - 10.80 1.56 467 1441.20 10.85 - - - - - - - - 10.85 1.57 472 1441.21 10.90 - - - - - - - - 10.90 1.58 478 1441.22 10.96 - - - - - - - - 10.96 1.59 483 1441.24 11.01 - - - - - - - - 11.01 1.61 488 1441.25 11.06 - - - - - - - - 11.06 1.62 493 1441.26 11.11 - - - - - - -- - 11.11 1.63 499 1441.27 11.17 - - - - - - - - 11.17 1.65 504 1441.29 11.22 - - - - - - - - 11.22 1.66 509 1441.30 11.27 - - - - - - - - 11.27 1.67 514 1441.31 11.32 - - - - - - - - 11.32 1.68 519 1441.32 11.37 - - - - - - - - 11.37 1.70 524 1441.34 11.42 - - - - - - - - 11.42 1.71 529 1441.35 11.47 - - - - - - - - 11.47 1.72 534 1441.36 11.52 - - - - - - - - 11.52 1.74 539 1441.38 11.57 - - - - - - - - 11.57 1.75 543 1441.39 11.62 - - - - - - - - 11.62 1.76 548 1441.40 11.67 - -- - - - - - - 11.67 1.77 553 1441.41 11.72 - - - - - - - - 11.72 1.79 558 1441.43 11.76 - - - - - - - - 11.76 1.80 563 1441.44 11.81 - - - - - - - - 11.81 1.81 567 1441.45 11.86 - - - - - - - - 11.86 1.82 572 1441.46 11.91 - - - - - - - - 11.91 1.84 576 1441.48 11.96 - - - - - - - - 11.96 1.85 580 1441.49 12.01 - - - - - - - - 12.01 1.86 585 1441.50 12.05 - - - - - - - - 12.05 1.88 589 1441.52 12.10 - - - - - - - - 12.10 1.89 594 1441.53 12.15 - - - - - - - - 12.15 1.90 598 1441.54 12.20 - - - - - - - - 12.20 1.91 603 1441.55 12.24 - - - - - - - - 12.24 1.93 606 1441.57 12.29 - - - - - - - - 12.29 1.94 610 1441.58 12.33 - - - - - - - - 12.33 1.95 614 1441.59 12.38 - - - - - - - - 12.38 1.96 617 1441.61 12.43 - - - - - - - - 12.43 1.98 621 1441.62 12.47 - - - - - - - - 12.47 1.99 625 1441.63 12.52 - - - - - - - - 12.52 Continues on next page... 22 Pipe Storage Stage ! Storage ! Discharge Table Stage Storage Elevation CM A Ov B Civ C CW D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cis cis cis cis cis cis cis cis cis cis 2.00 629 1441.64 12.57 - - - - - - - - 12.57 2.02 632 1441.66 12.61 - - - - - - - - 12.61 2.03 636 1441.67 12.66 - - - - - - - - 12.66 2.04 640 1441.68 12.70 - - - - - - - - 12.70 2.05 642 1441.69 12.75 - - - - - - - - 12.75 2.07 645 1441.71 12.79 - - - - - - - - 12.79 2.08 648 1441.72 12.84 - - - - - - - - 12.84 2.09 651 1441.73 12.88 - - - - - - - - 12.88 2.10 654 1441.75 12.93 - - - - - - - - 12.93 2.12 657 1441.76 12.97 - - - - - - - - 12.97 2.13 660 1441.77 13.01 - - - - - - - - 13.01 2.14 662 1441.78 13.06 - - - - - - - - 13.06 2.16 665 1441.80 13.10 - - - - - - - - 13.10 2.17 668 1441.81 13.14 - - - - - - - - 13.14 2.18 670 1441.82 13.19 - - - - - - - - 13.19 2.19 671 1441.83 13.23 - - - - - - - - 13.23 2.21 673 1441.85 13.28 - - - - - - - - 13.28 2.22 675 1441.86 13.32 - - - - - - - - 13.32 2.23 676 1441.87 13.36 - - - - - - - - 13.36 2.25 678 1441.89 13.40 - - - - - - - - 13.40 2.26 680 1441.90 13.45 - - - - - - - - 13.45 2.27 681 1441.91 13.49 - - - - - - - - 13.49 2.28 683 1441.92 13.53 - - - - - - - - 13.53 2.30 685 1441.94 13.57 - - - - - - - - 13.57 2.31 685 1441.95 13.62 - - - - - - - - 13.62 2.32 686 1441.96 13.66 - - - - - - - - 13.66 2.33 686 1441.98 13.70 - - - - - - - - 13.70 2.35 687 1441.99 13.74 - - - - - - - - 13.74 2.36 687 1442.00 13.78 - - - - - - - - 13.78 2.37 688 1442.01 13.83 - - - - - - - - 13.83 2.39 688 1442.03 13.87 - - - - - - - - 13.87 2.40 689 1442.04 13.91 - - - - - - - - 13.91 2.41 690 1442.05 13.95 - - - - - - - - 13.95 2.42 690 1442.06 13.99 - - - - - - - - 13.99 2.44 690 1442.08 14.03 - - - - - - - - 14.03 2.45 691 1442.09 14.07 - - - - - - - - 14.07 2.46 691 1442.10 14.11 - - - - - - - - 14.11 2.47 691 1442.12 14.15 - - - - - - - - 14.15 2.49 692 1442.13 14.19 - - - - - - - - 14.19 2.50 692 1442.14 14.23 - - - - - - - - 14.23 2.51 692 1442.15 14.27 - - - - - - - - 14.27 2.53 693 1442.17 14.31 - - - - - - - - 14.31 2.54 693 1442.18 14.35 - - - - - - - - 14.35 2.55 693 1442.19 14.39 - - - - - - - - 14.39 .End "M w �r �w HYDRAULIC CALCULATIONS i in wr 40 I HYDRAULIC CALCULATIONS DETERMINE WIDTH OF CATCH BASIN ON N. SIDE OF ISABEL LN: h=lin, H=0.74 ft, H/h = 0.74 / 0.58 = 1.27 Q / L = 1.85 cfs/ft (per nomograph) Q = (1.85) (4) = 7.40 cfs > 7.35 cfs OK DETERMINE DEPTH OF CATCH BASIN ON N. SIDE OF ISABEL LN: "V'' depth = (1.2 V` / 2 g) + D + CF + Freeboard A=¶D2/4=(3.14)(2.0)2/4=3.14ft V = Qloo / A = 7.35 / 3.14 = 2.34 ft/s "V" depth = (1.2 (2.34)2 / 2 (32.2)) + 2.0 + 0.83 + 0.50 "V" depth = 3.43 ft < 4.00 ft (per plan) OK DETERMINE DEPTH OF FLOW IN 24" RCP AT 7.34 CFS FOR LINE "A": Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 24.0000 in Flowrate ........................ 7.3400 cfs Slope ........................... 0.0025 ft/ft Manning's n ..................... 0.0130 Computed Results: Depth ........................... 14.0796 in Area ............................ 3.1416 ft2 Wetted Area ..................... 1.9157 ft2 Wetted Perimeter ................ 41.8795 in Perimeter ....................... 75.3982 in Velocity ........................ 3.8316 fps Hydraulic Radius ................ 6.5869 in Percent Full .................... 58.6652 % Full flow Flowrate .............. 11.3112 cfs Full flow velocity .............. 3.6005 fps DETERMINE DEPTH OF FLOW IN 24" RCP AT 11.30 CFS FOR LINE "A": Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 24.0000 in "M Given Input Data: Given Input Data: UK Shape ........................... Rectangular s Solving for ..................... Solving for ..................... Depth of Flow Flowrate ........................ 11.3000 cfs Slope ........................... Slope ........................... 0.0025 ft/ft Manning's n ..................... Manning's n ..................... 0.0130 Height .......................... 24.0000 in Computed Results: Bottom width .................... 60.0000 in ' Wetted Area ..................... Depth ........................... 19.6494 in ,rr Area ............................ 3.1416 ft2 3.4500 fps Wetted Area ..................... 2.7531 ft2 Full flow Flowrate .............. Wetted Perimeter ................ 54.2876 in Flow perimeter .................. Perimeter ....................... 75.3982 in wrw Velocity ........................ 4.1044 fps Hydraulic Radius ................ 7.3028 in �. Percent Full .................... 81.8727 % 31.7973 Full flow Flowrate .............. 11.3112 cfs ' Full flow velocity .............. 3.6005 fps ,as DETERMINE DEPTH OF FLOW IN PARKWAY CULVERT 9 LINE "A": �'- DETERMINE DEPTH OF FLOW IN 24" RCP Given Input Data: Given Input Data: UK Shape ........................... Rectangular s Solving for ..................... Solving for ..................... Depth of Flow Im Flowrate ........................ 10.9700 cfs Slope ........................... Slope ........................... 0.0030 ft/ft .r Manning's n ..................... 0.0150 Computed Results: Height .......................... 24.0000 in �. Bottom width .................... 60.0000 in ' Wetted Area ..................... Computed Results: Wetted Perimeter ................ 37.3953 in Depth ........................... 7.6314 in Velocity ........................ Velocity ........................ 3.4500 fps 5.9513 in Full Flowrate ................... 58.2094 cfs Full flow Flowrate .............. Flow area ....................... 3.1797 ft2 3.2204 fps Flow perimeter .................. 75.2627 in Hydraulic radius ................ 6.0838 in Top width ....................... 60.0000 in Area ............................ 10.0000 ft2 Perimeter ....................... 108.0000 in a Percent full .................... 31.7973 �'- DETERMINE DEPTH OF FLOW IN 24" RCP @ LINE "B": Given Input Data: Shape ........................... Circular s Solving for ..................... Depth of Flow Diameter ........................ 24.0000 in Flowrate ........................ 4.9500 cfs Slope ........................... 0.0020 ft/ft Manning's n ..................... 0.0130 Computed Results: +ar Depth ........................... 11.8481 in Area ............................ 3.1416 ft2 ' Wetted Area ..................... 1.5455 ft2 Wetted Perimeter ................ 37.3953 in • Perimeter ....................... 75.3982 in Velocity ........................ 3.2029 fps Hydraulic Radius ................ 5.9513 in Percent Full .................... 49.3670 a Full flow Flowrate .............. 10.1170 cfs Full flow velocity .............. 3.2204 fps «r AW AV HYDRAULIC GRADE LINE CALCULATIONS DETERMINE HYDRAULIC GRADE LINE ELEVATIONS LINE "A": HGL (10+00.00) = INV + d = 1439.37 + 0.64 = 1440.01 (normal channel flow) hL=4.66Ln2Q2/d" hL = 4.66 (84.49) (0.015)'(10.97)'/ (2.0)1613 hL = 0.264 ft. Sf = hL / L = 0.264 / 84.49 = 0.3 1% HGL (10+84.49) = 1440.01 + 0.26 = 1440.27 HGL (10+84.49) = INV + d = 1439.62 + 1.59 = 1441.21 (normal pipe flow) AY = Q2V2 - QBCEFVBCLF - LQcVocos + QAVAcos { ] / g (A2 + A1)/2 AY = (11.30)(3.60) - (7.34)(2.34) - (4.95)(1.58) cos(45°) / (32.2)(3.14) AY = 0.18 ft. (junction loss) HGL (13+05.09) = 1440.19 + 1.59 + 0.18 = 1441.96 hL = 4.66 L n 2 Q2 / d 1613 hL = 4.66 (28.85) (0.013)2 (7.34)2 / (2.0)16/3 hL = 0.03 ft. Sf=hL/L=0.03 /28.85 =0.11% HGL (13+33.93) = 1441.96 + 0.03 = 144199 hL = (1.2 (V)2 /2(32.2)) hL = (1.2 (2.34)2 /2(32.2)) hL = 0.10 ft. HGL (13+33.93) = 1441.99 + 0.10 = 1442.09 (in catch basin) I MR 4w an dr 49 do 0 DETERMINE HYDRAULIC GRADE LINE ELEVATIONS LINE "B": HGL (10+00.00) = 1440.19 + 1.59 + 0.18 = 1441.96 hL = 4.66 L n2 Q2 / d 1613 hL = 4.66 (35.65) (0.013)2 (4.94)2 / (2.0)" hL = 0.02 ft. Sf = hL / L = 0.02 / 35.65 = 0.05% HGL (10+35.65) =1441.96 + 0.02 = 1441.98 hL = (1.2 (V)2 /2(32.2)) hL = (1.2 (1.57)2 /2(32.2)) hL = 0.05 ft. HGL (10+35.65) = 1441.98 + 0.05 = 1442.03 (in catch basin) p yr Ar a STREET FLOW CALCULATION ISABEL (8" CF @ 0.50%) STREET CAPACITY (FULL WIDTH) MEASURED VALUES DEPTH OF FLOW IN CURB 0.520 ft FRICTION FACTOR (N) 0.015 CURB HEIGHT 8.000 in CL TO RIGHT-OF-WAY 32.000 ft CL TO CURB WIDTH 20.000 ft GUTTER WIDTH 1.500 ft GUTTER DEPTH 0.125 ft PAVEMENT LIP 0.025 ft SLOPE OF STREET (S) 0.0050 ft/ft CURB FACE SLOPE 4.0000 ft/ft X -SLOPE OF PAVEMENT 0.0200 ft/ft CALCULATED VALUES WIDTH OF FLOW IN STREET 20.000 ft WETTED PERIMETER (P) 20.403 ft FLOW AREA (A) 4.142 sf HYDRAULIC RADIUS (R) 0.203 ft VELOCITY (V) 2.420 ft/s FLOW RATE (Q) HALF WIDTH 10.023 cfs FLOW RATE (Q) FULL WIDTH 20.046 cfs 0 F F E E E 0 8 40 0 no 40 A. 8 d OLEANDER (8" CF @ 2.1 %) STREET CAPACITY (FULL WIDTH) MEASURED VALUES DEPTH OF FLOW IN CURB 0.667 ft FRICTION FACTOR (N) 0.015 CURB HEIGHT 8.000 in CL TO RIGHT-OF-WAY 34.000 ft CL TO CURB WIDTH 22.000 ft GUTTER WIDTH 1.500 ft GUTTER DEPTH 0.125 ft PAVEMENT LIP 0.025 ft SLOPE OF STREET (S) 0.0210 ft/ft CURB FACE SLOPE 4.0000 ft/ft X -SLOPE OF PAVEMENT 0.0200 ft/ft CALCULATED VALUES WIDTH OF FLOW IN STREET 22.000 ft WETTED PERIMETER (P) 22.555 ft FLOW AREA (A) 7.340 sf HYDRAULIC RADIUS (R) 0.325 ft VELOCITY (V) 6.792 ft/s FLOW RATE (Q) HALF WIDTH 49.855 cfs FLOW RATE (Q) FULL WIDTH 99.71003 cfs REFERENCE MAPS & CHARTS b CD ;o rn torn 6), Z C -40 S_ `*1 OD t C C D r =o ro M O P> n O z 00 o M rn o z A z � r rn D O � n 00 -i O O Z t1 --1 O N C 70 ICU JAN., 1931 U HEIGHT OF OPENING (h) IN FEET ro U (A i► tJ► Q1 ..1 bD t0 O tr N O N UHEIGHT 4\0PENING (h) IN -INCHES r' CAPACITY PER FOOT OF LENGTH OF OPENIVO (0/l..) IN C:F.S. ER FOOT o w w s a — i,4 L+ ` 'a� io b ^� w t* or co 0 a L dt a ' V AAT10 OF DEPTH OF WATER AT OPENING TO HEIGHT OF OPENING (H/hr\l N FT/FT. Q N N W A Of .1 dp ap O t1p N W U W N W DRAINAGE MAP ON-SITE EXISTING CONDITION