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HomeMy WebLinkAboutTract 16363LA TRACT 16363 CITY OF FONTANA DRAINAGE STUDY March 4, 2004 Reference: 685-1650 Madole & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 Manuel de Jesus Gonz s Date R.C.E. 65195 Exp. 9/30/05 J�\os,es�s No. 65195 H *Exp: 9-30-f5-'/� csj, CNIL P \rF OF CA�%F9/ �,au�,(i1VF� M 11 CONTENTS SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ Summary Table ❑ Depth vs. Storage Relationship ❑ Q Proposed Q2, Q5, Q10, Q25 and QI00 HYDROLOGY ❑ Q Existing Q2, Q5, Q10, Q25 and Q100 HYDROLOGY ❑ UH Unit Hydrograph and Basin Routing Q2, Q5, Q10, Q25 and Q100 ❑ D STREET FLOW DEPTH & CATCH BASIN SIZING ❑ H STORM DRAINHYDRA ULICS ❑ Line A & Laterals A-1 thru A-7 ❑ Line B (Temporary PVC line) ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Map (from San Bernardino County Hydrology Manual) ❑ Street Cross-section Diagrams ❑ Drainage section and detail to be used with some lots at N'lyTr. Bndry ❑ Hydrology Maps ❑ Developed ❑ Existing ❑ UnitHydrograph DISCUSSION Purpose The purpose of this drainage study is to determine the drainage facility requirements and mitigation requirements for Tract 16363. Specifically, the subject tract is located south of South Highland Ave, west of Oleander Avenue, north of Walnut Avenue, and east of Citrus Avenue, in the City of Fontana, County of San Bernardino, California. Tributary areas and flow pattern The subject site will consist of 105 single-family residences, with an approximate gross area of 30 acres. Proposed drainage is overland and by street flow in generally a southwesterly direction. Off-site tributary area consists of approximately 16.4 undeveloped acres located north of Tract 16363. The off-site tributary drainage will continue to flow southerly across the northerly boundary line through weep holes in the perimeter wall. The offsite drainage and the onsite drainage will flow on the street and will be intercepted by catch basins throughout the site. The combined flow will discharge into a proposed interim detention basin via a 42 -inch RCP until the City's Master Planned Storm Drain has been constructed. Interim Detention Basin The interim detention basin will have an ultimate capacity of 3.40 ac -ft and a maximum elevation of 1463.6. As shown in the basin routing calculations, the water surface in the interim basin will reach a depth of 6.9 feet during a peak Q100 storm. Therefore the Q100 water surface elevation will be 1460.9. This will provide 2.7 -feet of freeboard above a 100 - year storm (Q100) water surface elevation and 1.7 -feet of freeboard above a 1000 -year storm water surface elevation. The outflow from the interim detention basin will be metered so as not to exceed 90 percent of the sites pre -developed calculated runoff. In the 24-hour basin routing analysis it was determined that basin will not completely drain at the end of a 24-hour storm. However, it will handle a second day storm. Complete drainage will occur at around the 28a' hour. By observation, subsequent peak storms will also be handled when using the rainfall mass ratios as recommended in the San Bernardino County Hydrology Manual. 30" Standpipe The detention basin will mitigate the flows using a 30" CSP standpipe to restrict the flows. It will serve both low flows as well as peak flows. Perforations will be provided around the pipe as well as a 3 -inch by 15 -inch opening for low flows. As the water surface rises above elevation 1456, the standpipe will initially function as a sharp crested weir, but will ultimately function as an orifice at water surface elevation 1457. Spillway The spillway was calculated using 135% of the 100 -yr storm flow as required by the detention basin criteria for San Bernardino County. The calculation shows a needed spillway of 78' at a 1 -ft depth of water. CPad Protection All pads will be protected in both the interim and the ultimate conditions. The size of the catch basins at the sumps has been doubled to account for clogging and therefore the water depth is not expected to ever reach higher than the top of curb elevation. But in the unexpected event that water reaches the right-of-way elevation an emergency overflow will be provided. Elevation at the rear of Lot 4 will be set at 60.5 to allow a one percent grade from the right-of-way line. The lowest pad in the ultimate development will be set at 62.0 to provide a 1.5 -foot freeboard. In the interim condition, the water is not expected to reach higher than the detention basin water surface 60.9. Although the interim hydraulic grade line shown on the storm drain plans is 1.9 -feet over the proposed finish ground, it is not a true representation of the water surface elevation. In fact, as water reaches the crest elevation of 61.0 at the right-of-way it will flow into the basin and over the proposed spillway. The lowest pad will have a protection of (63.0-61.0) 2 -feet in the interim condition during a 100 -year storm. Conclusion The results of this study show that the developed mitigated discharge from the basin is less than the allowed 90% undeveloped discharge for all events except a 2 -year frequency. However, it is within an acceptable range. All streets are shown to contain flow under the top of curb elevation during a 25 -year storm event and will provide a dry lane during a 10 -year storm event and will not exceed the right— of-way ightof-way line during a 100 -year storm as required by both the San Bernardino County and City of Fontana criteria. Methodology and Computer Programs used All storm events were modeled using the rational method and unit hydrograph calculations, as defined by Flood Control for San Bernardino County. AES software was utilized for hydrology calculations and catch basin sizing. CivilDesign's WSPGW hydraulic software program was used to validate pipe sizes. X 210 FWY HIGHLAND AV LUTH HIGHLAND JA Z W v v Q W o LOS CEDROS AV WALNUT ST BASELINE AVENUE VICINITY MAP N. T. S. MADOLE a, ASSOCIATES, INC. TRACT 16363 CONSU CENGINEERS ANDND LAND PLANNERS 10601 CHS' RANCHO CUCAMONOA. CA 91730 VICINITY M A P (909) 948-1311 Flow Rate Summary Sheet for Tract 16363 Storm Frequency Developed Hydrology Tc Unrestricted Existing Offsite Flow Existing Onsite Flow Allowed Outflow Ex. Offsite Flow plus 90% Ex. Onsite Q Outflow per Basin Routln_q Max. Water Depth Per Basin Routin Q2 20.6 24.9 10.1 13.2 22.0 26.2 3.4 Q5 37.5 24.3 16.4 23.0 37.1 34.7 4.3 Q10 48.0 24.2 20.3 29.1 46.5 39.3 5.1 Q25 60.6 24.0 21.4 30.0 48.4 45.0 6.1 Q100 85.5 24.3 30.6 44.5 70.7 53.9 6.9 Note: The existing hydrology for Q's 2, 5 and 10 were calculated using AMC III as allowed in the design criteria. Depth vs. Storage Relationship TR 16363 Bottom Area (SF) @1454 8411 Inches Area of stand pipe 30 4.91 Perimeter of stand pipe 30 7.85 Approximate area from holes 1.5 0.09 in 27" stand pipe per foot high* Area of 3"x15" opening 0.313 Perimeter 3 Slope (X:1) 3 Elevation Water Depth Over CSP Actual Water Depth Perimeter Volume Volume (CY) Volume Ac -Ft Orifice Qout Prop. 30" Stand Pie Weir Qout Prop. 30" Stand Pipe 1454 0 0 404 0 0 0.00 0.00 - 1455 0 1 433 9,061 336 0.21 1.98 - * & ** 1456 0 2 458 19,570 725 0.45 5.61 - * & ** 1456.2 0.2 2.2 461 21,851 809 0.50 16.53 7.93 ** 1456.5 0.5 2.5 467 25,406 941 0.58 22.88 14.78 ** 1457 1 3 476 31,659 1,173 0.73 24.42 25.91 1458 2 4 494 45,500 1,685 1.04 34.53 73.29 1459 3 5 513 61,293 2,270 1.41 42.29 134.65 1460 4 6 533 79,248 2,935 1.82 48.84 207.31 1461 5 7 552 99,449 3,683 2.28 54.60 289.72 1462 6 8 573 122,296 4,529 2.81 59.81 380.85 1463 7 9 595 147,992 5,481 3.40 64.61 479.92 Weir Equation Q=CLH"(3/2) C (Sharp Crested Weir)= 3.30 Orifice Equation Q=CdA(2gh)"(1/2) Cd (Sharp Edge Orifice)= 0.62 Box means controlling out flow *Seven 1.5" diameter holes are estimated within a one foot high CSP (Perimeter / 12" center to center) ** Includes outflow from 3"x15" slot opening PROPOSED DEVELOPED HYDROLOGY 09/06/03 Q-1 PROPOSED HYDROLOGY A Q2 Hydrology 09/06/03 Q-2 PROPOSED HYDROLOGY **************************************************************************** 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 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 Q2 DEVELOPED HYDROLOGY * * * * ************************************************************************** FILE NAME: P:\685-1650\Drainage\16363Q02.DAT TIME/DATE OF STUDY: 10:08 09/04/2003 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 = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.030 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.530 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1 -HOUR INTENSITY(INCH/HOUR) = 0.6805 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0 50 1.50 0.0300 0.110 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0300 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 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------- 09/06/03 Q-3 PROPOSED HYDROLOGY »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< JONk INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 1505.00 DOWNSTREAM(FEET) = 1493.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.946 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.318 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 7.30 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 19.95 0.86 3.01 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.95 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.318 SUBAREA LOSS RATE DATA.(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 0.90 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.51 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 3.52 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< ------------- UPSTREAM ELEVATION(FEET) = 1493.00 DOWNSTREAM ELEVATION(FEET) = 1475.00 STREET LENGTH(FEET) = 930.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.84 09/06/03 Q-4 PROPOSED HYDROLOGY STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.97 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 5.22 Tc(MIN.) = 25.16 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.146 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 9.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 4.65 EFFECTIVE AREA(ACRES) = 17.40 AREA -AVERAGED Fm(INCH/HR) = 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) = 6.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 10.04 FLOW VELOCITY(FEET/SEC.) = 3.10 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 1530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ____________________________________________________________________________ ELEVATION DATA: UPSTREAM(FEET) = 1468.00 DOWNSTREAM(FEET) = 1460.00 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.90 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 25.93 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.93 RAINFALL INTENSITY(INCH/HR) = 1.13 AREA -AVERAGED Fm(INCH/HR) = 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.77 EFFECTIVE STREAM AREA(ACRES) = 17.40 TOTAL STREAM AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.90 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 09/06/03 Q-5 PROPOSED HYDROLOGY ------------------------------------------------- -------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 770.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1482.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.522 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.295 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 1.90 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) MEL 1.00 46 20.52 0.74 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1482.00 DOWNSTREAM ELEVATION(FEET) = 1466.00 STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 5 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 5.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 23.59 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.191 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 0.87 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) = 0.73 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 1.44 09/06/03 Q-6 PROPOSED HYDROLOGY END OF SUBAREA STREET FLOW HYDRAULICS: Aomwk DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 6.10 FLOW VELOCITY(FEET/SEC.) = 3.02 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 105.00 = 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.59 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.191 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 1.36 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 2.80 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ==MAINLINE Tc(MIN)=_==23 59_________________________________________________ * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.191 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 1.31 EFFECTIVE AREA(ACRES) = 8.40 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) = 4.11 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 23.59 RAINFALL INTENSITY(INCH/HR) = 1.19 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.69 EFFECTIVE STREAM AREA(ACRES) = 8.40 09/06/03 Q-7 PROPOSED HYDROLOGY TOTAL STREAM AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.11 { ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.90 25.93 1.126 0.91( 0.71) 0.77 17.4 101.00 2 4.11 23.59 1.191 0.94( 0.65) 0.69 8.4 201.00 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 11.02 23.59 1.191 0.92( 0.69) 0.74 24.2 201.00 2 10.52 25.93 1.126 0.92( 0.69) 0.75 25.8 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.02 Tc(MIN.) = 23.59 EFFECTIVE AREA(ACRES) = 24.23 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 25.80 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING- COMPUTER -ESTIMATED -PIPESIZE-(NON-PRESSURE_FLOW)<<<<<-------- ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1458.00 FLOW LENGTH(FEET) = 255.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.32 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.02 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 24.27 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.27 RAINFALL INTENSITY(INCH/HR) = 1.17 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 24.23 TOTAL STREAM AREA(ACRES) = 25.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.02 FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 09/06/03 Q-8 PROPOSED HYDROLOGY ---------------------------------------------------------------------------- AOOk »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -->>USE-TIME-OF-CONCENTRATION- NOMOGRAPH -FOR -INITIAL _SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1482.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.681 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.289 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 2.20 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 20.68 0.86 0.85 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 106.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1482.00 DOWNSTREAM ELEVATION(FEET) = 1464.00 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6.0 C STREET HALFWIDTH(FEET) = 18.00 - DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 2.76 Tc(MIN.) = 23.44 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.196 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 1.26 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 1.93 09/06/03 Q-9 PROPOSED HYDROLOGY m END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.80 FLOW VELOCITY(FEET/SEC.) = 3.40 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 106.00 = 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 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.) = 23.44 RAINFALL INTENSITY(INCH/HR) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.80 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.02 24.27 1.171 0.92( 0.69) 0.74 24.2 201.00 1 10.52 26.61 1.108 0.92( 0.69) 0.75 25.8 101.00 2 1.93 23.44 1.196 0.90( 0.72) 0.80 4.5 301.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.95 23.44 1.196 0.92( 0.69) 0.75 27.9 301.00 2 12.85 24.27 1.171 0.92( 0.69) 0.75 28.7 201.00 3 12.10 26.61 1.108 0.92( 0.69) 0.75 30.3 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.95 Tc(MIN.) = 23.44 EFFECTIVE AREA(ACRES) = 27.91 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 30.30 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1458.00 DOWNSTREAM(FEET) = 1456.00 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.31 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 09/06/03 Q-10 PROPOSED HYDROLOGY PIPE-FLOW(CFS) = 12.95 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 23.72 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 2305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.72 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.187 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 1.84 EFFECTIVE AREA(ACRES) = 31.31 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 33.70 PEAK FLOW RATE(CFS) = 14.32 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1456.00 DOWNSTREAM(FEET) = 1455.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.70 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.32 PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 24.89 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 108.00 = 2635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.89 RAINFALL INTENSITY(INCH/HR) = 1.15 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 31.31 TOTAL STREAM AREA(ACRES) = 33.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.32 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< 09/06/03 Q-11 PROPOSED HYDROLOGY >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1502.00 DOWNSTREAM(FEET) = 1480.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.998 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.278 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 4.10 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 21.00 1.54 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1480.00 DOWNSTREAM ELEVATION(FEET) = 1466.00 STREET LENGTH(FEET) = 505.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 5.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 23.93 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.181 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 3.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 1.93 EFFECTIVE AREA(ACRES) = 7.70 AREA -AVERAGED Fm(INCH/HR) = 0.73 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 3.12 END OF SUBAREA STREET FLOW HYDRAULICS: 09/06/03 Q-12 PROPOSED HYDROLOGY DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 6.45 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 403.00 = 1305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 108.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1466.00 DOWNSTREAM ELEVATION(FEET) = 1460.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.69 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 1.92 TC(MIN.) = 25.85 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.128 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 1.17 EFFECTIVE AREA(ACRES) = 10.10 AREA -AVERAGED Fm(INCH/HR) = 0.70 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 3.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.84 FLOW VELOCITY(FEET/SEC.) = 2.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 108.00 = 1615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.85 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.128 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 09/06/03 Q-13 PROPOSED HYDROLOGY RESIDENTIAL Q "3-4 DWELLINGS/ACRE" A 0.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 (MIN.) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 14.32 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.34 EFFECTIVE AREA(ACRES) = 10.80 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 12.75 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 4.26 **************************************************************************** 25.85 FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.85 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.128 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 2.05 EFFECTIVE AREA(ACRES) = 15.00 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 6.31 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 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.) = 25.85 RAINFALL INTENSITY(INCH/HR) = 1.13 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.71 EFFECTIVE STREAM AREA(ACRES) = 15.00 TOTAL STREAM AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.31 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 14.32 24.89 1 14.00 25.72 1 12.75 28.10 2 6.31 25.85 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.154 0.92( 0.68) 1.131 0.92( 0.68) 1.073 0.92( 0.68) 1.128 0.93( 0.66) Ap Ae HEADWATER (ACRES) NODE 0.74 31.3 301.00 0.74 32.1 201.00 0.74 33.7 101.00 0.71 15.0 401.00 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 09/06/03 Q-14 HEADWATER PROPOSED HYDROLOGY NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.63 24.89 1.154 0.93( 0.67) 0.73 45.8 301.00 2 20.31 25.72 1.131 0.93( 0.67) 0.73 47.1 201.00 3 20.24 25.85 1.128 0.93( 0.67) 0.73 47.2 401.00 4 18.32 28.10 1.073 0.92( 0.67) 0.73 48.7 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _ Tc(MIN.) = 4.89 EFFECTIVE AREA(ACRES) = 45.76 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 48.70 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 108.00 = 2635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1455.00 DOWNSTREAM(FEET) = 1449.60 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.64 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.63 PIPE TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 26.29 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 109.00 = 3275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 930.00 ELEVATION DATA: UPSTREAM(FEET) = 1502.00 DOWNSTREAM(FEET) = 1479.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.780 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.217 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 3.70 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) mom. 1.00 46 22.78 1.19 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.78 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.217 SUBAREA LOSS RATE DATA(AMC II): 09/06/03 Q-15 PROPOSED HYDROLOGY DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.50 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 2.70 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1479.00 DOWNSTREAM ELEVATION(FEET) = 1468.00 STREET LENGTH(FEET) = 515.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 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) = 3.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07 STREET FLOW TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 25.46 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.138 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.75 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.66 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 3.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.79 FLOW VELOCITY(FEET/SEC.) = 3.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 503.00 = 1445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 09/06/03 Q-16 PROPOSED HYDROLOGY INITIAL SUBAREA FLOW-LENGTH(FEET) = 740.00 ELEVATION DATA: UPSTREAM(FEET) = 1508.00 DOWNSTREAM(FEET) = 1490.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.982 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.127 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.70 0.98 0.10 32 8.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.28 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1490.00 DOWNSTREAM ELEVATION(FEET) = 1475.00 STREET LENGTH(FEET) = 630.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 7.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 12.61 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.735 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.03 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 2.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.64 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 ,.� LONGEST FLOWPATH FROM NODE 601.00 TO NODE 603.00 = 1370.00 FEET. 09/06/03 Q-17 PROPOSED HYDROLOGY END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.40 TC(MIN.) = 12.61 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED FM(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 2.06 END OF RATIONAL METHOD ANALYSIS 09/06/03 Q-18 PROPOSED HYDROLOGY QS Hydrology 09/06/03 Q-19 PROPOSED HYDROLOGY **************************************************************************** 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 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 Q5 DEVELOPED HYDROLOGY * * ************************************************************************** FILE NAME: P:\685-1650\Drainage\16363Q05.DAT TIME/DATE OF STUDY: 10:08 09/04/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 5.00 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* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.030 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.530 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 5.00 1 -HOUR INTENSITY(INCH/HOUR) = 0.9018 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* * *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0300 0.110 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0300 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 101.00 TO NODE 102.00 IS CODE = 21 09/06/03 Q-20 PROPOSED HYDROLOGY »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< Y >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 1505.00 DOWNSTREAM(FEET) = 1493.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.946 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.746 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 7.30 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.82 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 19.95 5.82 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.95 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.746 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 0.90 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.86 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 6.68 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< -------------------- UPSTREAM ELEVATION(FEET) = 1493.00 DOWNSTREAM ELEVATION(FEET) = 1475.00 STREET LENGTH(FEET) = 930.00 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 = 0.0199 09/06/03 Q-21 PROPOSED HYDROLOGY **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 4.49 Tc(MIN.) = 24.44 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.546 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 9.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 7.96 EFFECTIVE AREA(ACRES) = 17.40 AREA -AVERAGED Fm(INCH/HR) = 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) = 13.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.09 FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 1530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1468.00 DOWNSTREAM(FEET) = 1460.00 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.16 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 25.10 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.10 RAINFALL INTENSITY(INCH/HR) = 1.52 AREA -AVERAGED Fm(INCH/HR) = 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.77 EFFECTIVE STREAM AREA(ACRES) = 17.40 TOTAL STREAM AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.16 u **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 09/06/03 Q-22 PROPOSED HYDROLOGY ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 770.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1482.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.522 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.717 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 1.90 0.86 1.00 46 20.52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 1.46 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1482.00 DOWNSTREAM ELEVATION(FEET) = 1466.00 STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 23.23 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.594 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 1.45 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) = 0.73 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 2.71 09/06/03 Q-23 PROPOSED HYDROLOGY END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 8.21 FLOW VELOCITY(FEET/SEC.) = 3.47 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 105.00 = 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.23 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.594 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 2.27 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 4.98 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.23 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.594 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 2.18 EFFECTIVE AREA(ACRES) = 8.40 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) = 7.15 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 23.23 RAINFALL INTENSITY(INCH/HR) = 1.59 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.69 EFFECTIVE STREAM AREA(ACRES) = 8.40 09/06/03 Q-24 PROPOSED HYDROLOGY TOTAL STREAM AREA(ACRES) = 8.40 _., PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.15 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.16 25.10 1.521 0.91( 0.71) 0.77 17.4 101.00 2 7.15 23.23 1.594 0.94( 0.65) 0.69 8.4 201.00 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 20.32 23.23 1.594 0.92( 0.69) 0.74 24.5 201.00 2 19.77 25.10 1.521 0.92( 0.69) 0.75 25.8 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.32 Tc(MIN.) = 23.23 EFFECTIVE AREA(ACRES) = 24.50 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 25.80 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1458.00 FLOW LENGTH(FEET) = 255.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.40 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.32 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 23.81 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.81 RAINFALL INTENSITY(INCH/HR) = 1.57 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 24.50 TOTAL STREAM AREA(ACRES) = 25.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.32 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 09/06/03 Q-25 PROPOSED HYDROLOGY ---------------------------------------------------------------------------- �w »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME-OF-CONCENTRATIQN NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1482.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.681 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.709 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 2.20 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.68 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) m :^ 1.00 46 20.68 1.68 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 106.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1482.00 DOWNSTREAM ELEVATION(FEET) = 1464.00 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 23.08 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.600 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 2.10 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 3.57 09/06/03 Q-26 PROPOSED HYDROLOGY END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 9.04 FLOW VELOCITY(FEET/SEC.) = 3.87 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 106.00 = 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 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.) = 23.08 RAINFALL INTENSITY(INCH/HR) = 1.60 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.80 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.57 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.32 23.81 1.570 0.92( 0.69) 0.74 24.5 201.00 1 19.77 25.68 1.501 0.92( 0.69) 0.75 25.8 101.00 2 3.57 23.08 1.600 0.90( 0.72) 0.80 4.5 301.00 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 23.88 23.08 1.600 0.92( 0.69) 0.75 28.3 301.00 2 23.76 23.81 1.570 0.92( 0.69) 0.75 29.0 201.00 3 22.93 25.68 1.501 0.92( 0.69) 0.75 30.3 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.88 Tc(MIN.) = 23.08 EFFECTIVE AREA(ACRES) = 28.26 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 30.30 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1458.00 DOWNSTREAM(FEET) = 1456.00 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.50 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 09/06/03 Q-27 PROPOSED HYDROLOGY PIPE-FLOW(CFS) = 23.88 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 23.33 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 2305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.33 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.590 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 3.07 EFFECTIVE AREA(ACRES) = 31.66 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 33.70 PEAK FLOW RATE(CFS) = 25.93 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1456.00 DOWNSTREAM(FEET) = 1455.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.42 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.93 PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 24.34 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 108.00 = 2635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.34 RAINFALL INTENSITY(INCH/HR) = 1.55 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 31.66 TOTAL STREAM AREA(ACRES) = 33.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.93 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 09/06/03 Q-28 PROPOSED HYDROLOGY >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1502.00 DOWNSTREAM(FEET) = 1480.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.998 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.693 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 4.10 0.86 1.00 46 21.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.07 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 3.07 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1480.00 DOWNSTREAM ELEVATION(FEET) = 1466.00 STREET LENGTH(FEET) = 505.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 23.56 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.580 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 3.22 EFFECTIVE AREA(ACRES) = 7.70 AREA -AVERAGED Fm(INCH/HR) = 0.73 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 5.88 t END OF SUBAREA STREET FLOW HYDRAULICS: 09/06/03 Q-29 PROPOSED HYDROLOGY DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.68 FLOW VELOCITY(FEET/SEC.) = 3.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 403.00 = 1305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 108.00 IS CODE = 62 ------- 7-------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1466.00 DOWNSTREAM ELEVATION(FEET) = 1460.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 10.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 25.23 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.517 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 2.01 EFFECTIVE AREA(ACRES) = 10.10 AREA -AVERAGED Fm(INCH/HR) = 0.70 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 7.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.35 FLOW VELOCITY(FEET/SEC.) = 3.17 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 108.00 = 1615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.23 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.517 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 09/06/03 Q-30 PROPOSED HYDROLOGY RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 10.80 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 8.04 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 -------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 25.23 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.517 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 3.52 EFFECTIVE AREA(ACRES) = 15.00 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 11.56 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 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.) = 25.23 RAINFALL INTENSITY(INCH/HR) = 1.52 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.71 EFFECTIVE STREAM AREA(ACRES) = 15.00 TOTAL STREAM AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.56 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.93 24.34 1.550 0.92( 0.68) 0.74 31.7 301.00 1 25.69 25.07 1.522 0.92( 0.68) 0.74 32.4 201.00 1 24.61 26.95 1.458 0.92( 0.68) 0.74 33.7 101.00 2 11.56 25.23 1.517 0.93( 0.66) 0.71 15.0 401.00 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 09/06/03 Q-31 PROPOSED HYDROLOGY NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 37.49 24.34 1.550 0.93( 0.67) 0.73 46.1 301.00 2 37.26 25.07 1.522 0.93( 0.67) 0.73 47.3 201.00 3 37.16 25.23 1.517 0.93( 0.67) 0.73 47.5 401.00 4 35.38 26.95 1.458 0.92( 0.67) 0.73 48.7 101.00 COMPUTED CONFLUENCE ESTIMATE ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.49 Tc(MIN.) = 24.34 EFFECTIVE AREA(ACRES) = 46.13 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 48.70 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 108.00 = 2635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1455.00 DOWNSTREAM(FEET) = 1449.60 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.84 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.49 PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 25.55 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 109.00 = 3275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 930.00 ELEVATION DATA: UPSTREAM(FEET) = 1502.00 DOWNSTREAM(FEET) = 1479.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.780 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.612 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 3.70 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.51 Ap SCS Tc (DECIMAL) CN (MIN.) 0.86 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 1.00 46 22.78 2.51 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 22.78 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.612 SUBAREA LOSS RATE DATA(AMC II): 09/06/03 Q-32 PROPOSED HYDROLOGY DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.50 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.05 EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 4.55 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1479.00 DOWNSTREAM ELEVATION(FEET) = 1468.00 STREET LENGTH(FEET) = 515.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 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) = 5.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36 STREET FLOW TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 25.17 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.519 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.02 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.66 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 5.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH*VELOCITY(FT*FT/SEC.) = 1.37 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 503.00 = 1445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 09/06/03 Q-33 PROPOSED HYDROLOGY INITIAL SUBAREA FLOW-LENGTH(FEET) = 740.00 ELEVATION DATA: UPSTREAM(FEET) = 1508.00 DOWNSTREAM(FEET) = 1490.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.982 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.818 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.70 0.98 0.10 32 8.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.71 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1490.00 DOWNSTREAM ELEVATION(FEET) = 1475.00 STREET LENGTH(FEET) = 630.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 8.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 3.40 Tc(MIN.) = 12.39 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.324 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.40 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 2.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.77 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 603.00 = 1370.00 FEET. 09/06/03 Q-34 PROPOSED HYDROLOGY END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.40 TC(MIN.) = 12.39 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 2.81 END OF RATIONAL METHOD ANALYSIS 09/06/03 Q-35 PROPOSED HYDROLOGY Q1 Hydrology 09/06/03 Q-36 PROPOSED HYDROLOGY 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 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 Q10 DEVELOPED HYDROLOGY * * ************************************************************************** FILE NAME: P:\685-1650\Drainage\16363Q10.DAT TIME/DATE OF STUDY: 10:08 09/04/2003 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* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.030 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.530 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0403 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* * *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) -------------- --- 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0300 0.110 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0300 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 101.00 TO NODE 102.00 IS CODE = 21 09/06/03 Q-37 PROPOSED HYDROLOGY ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 1505.00 DOWNSTREAM(FEET) = 1493.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.946 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.014 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 7.30 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.58 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1 :. 1.00 46 19.95 7.58 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.95 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.014 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 0.90 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.08 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 8.66 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1493.00 DOWNSTREAM ELEVATION(FEET) = 1475.00 STREET LENGTH(FEET) = 930.00 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 = 0.0199 09/06/03 Q-38 PROPOSED HYDROLOGY **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.37 STREET FLOW TRAVEL TIME(MIN.) = 4.26 Tc(MIN.) = 24.21 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.793 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 9.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 10.00 EFFECTIVE AREA(ACRES) = 17.40 AREA -AVERAGED Fm(INCH/HR) = 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) = 17.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.49 FLOW VELOCITY(FEET/SEC.) = 3.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 1530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1468.00 DOWNSTREAM(FEET) = 1460.00 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.25 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.04 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 24.83 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.83 RAINFALL INTENSITY(INCH/HR) = 1.77 AREA -AVERAGED Fm(INCH/HR) = 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = .0.77 EFFECTIVE STREAM AREA(ACRES) = 17.40 TOTAL STREAM AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.04 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 09/06/03 Q-39 PROPOSED HYDROLOGY ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 770.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1482.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 20.522 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.980 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 1.90 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 20.52 1.92 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1482.00 DOWNSTREAM ELEVATION(FEET) = 1466.00 STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 23.10 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.845 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USF GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 1.81 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) = 0.73 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 3.50 09/06/03 Q-40 PROPOSED HYDROLOGY END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 9.18 �- FLOW VELOCITY(FEET/SEC.) = 3.69 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 105.00 = 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.10 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.845 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 6.33 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.10 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.845 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 2.72 EFFECTIVE AREA(ACRES) = 8.40 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) = 9.05 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 23.10 RAINFALL INTENSITY(INCH/HR) = 1.84 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.69 EFFECTIVE STREAM AREA(ACRES) = 8.40 09/06/03 Q-41 PROPOSED HYDROLOGY TOTAL STREAM AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.05 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.04 24.83 1.766 0.91( 0.71) 0.77 17.4 101.00 2 9.05 23.10 1.845 0.94( 0.65) 0.69 8.4 201.00 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 26.07 23.10 1.845 0.92( 0.69) 0.74 24.6 201.00 2 25.50 24.83 1.766 0.92( 0.69) 0.75 25.8 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.07 Tc(MIN.) = 23.10 EFFECTIVE AREA(ACRES) = 24.59 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 25.80 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1458.00 FLOW LENGTH(FEET) = 255.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.66 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.07 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 23.65 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.65 RAINFALL INTENSITY(INCH/HR) = 1.82 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 24.59 TOTAL STREAM AREA(ACRES) = 25.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.07 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 09/06/03 Q-42 PROPOSED HYDROLOGY ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1482.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.681 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.971 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 2.20 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 20.68 Przil **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 106.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1482.00 DOWNSTREAM ELEVATION(FEET) = 1464.00 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.86 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 22.97 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.851 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 2.62 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.80 ®,.,..,. TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 4.58 09/06/03 Q-43 PROPOSED HYDROLOGY 01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 10.02 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY(FT*FT/SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 106.00 = 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 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.) = 22.97 RAINFALL INTENSITY(INCH/HR) = 1.85 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.80 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.58 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.07 23.65 1.818 0.92( 0.69) 0.74 24.6 201.00 1 25.50 25.38 1.743 0.92( 0.69) 0.75 25.8 101.00 2 4.58 22.97 1.851 0.90( 0.72) 0.80 4.5 301.00 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 30.62 22.97 1.851 0.92( 0.69) 0.75 28.4 301.00 2 30.52 23.65 1.818 0.92( 0.69) 0.75 29.1 201.00 3 29.64 25.38 1.743 0.92( 0.69) 0.75 30.3 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.62 Tc(MIN.) = 22.97 EFFECTIVE AREA(ACRES) = 28.38 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 30.30 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1458.00 DOWNSTREAM(FEET) = 1456.00 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.18 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 09/06/03 M PROPOSED HYDROLOGY PIPE-FLOW(CFS) = 30.62 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 23.20 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 2305.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.20 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.840 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 3.84 EFFECTIVE AREA(ACRES) = 31.78 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 33.70 PEAK FLOW RATE(CFS) = 33.18 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1456.00 DOWNSTREAM(FEET) = 1455.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.75 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.18 PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 24.16 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 108.00 = 2635.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.16 RAINFALL INTENSITY(INCH/HR) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 31.78 TOTAL STREAM AREA(ACRES) = 33.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.18 FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 09/06/03 Q-45 PROPOSED HYDROLOGY >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1502.00 DOWNSTREAM(FEET) = 1480.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.998 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.953 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 4.10 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.03 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) lowZ7 1.00 46 21.00 4.03 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1480.00 DOWNSTREAM ELEVATION(FEET) = 1466.00 STREET LENGTH(FEET) = 505.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.44 PRODUCT OF DEPTH&VELOCITY,(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) = 23.44 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.828 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 4.03 EFFECTIVE AREA(ACRES) = 7.70 AREA -AVERAGED Fm(INCH/HR) = 0.73 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 7.60 .n END OF SUBAREA STREET FLOW HYDRAULICS: 09/06/03 Q-46 PROPOSED HYDROLOGY DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.67 FLOW VELOCITY(FEET/SEC.) = 3.66 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 401.00 TO NODE 403.00 = 1305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 108.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1466.00 DOWNSTREAM ELEVATION(FEET) = 1460.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.30 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 25.01 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.759 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 2.54 EFFECTIVE AREA(ACRES) = 10.10 AREA -AVERAGED Fm(INCH/HR) = 0.70 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 9.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.52 FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 108.00 = 1615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.01 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.759 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 09/06/03 Q-47 PROPOSED HYDROLOGY RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.74 EFFECTIVE AREA(ACRES) = 10.80 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 10.39 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.01 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.759 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 4.44 EFFECTIVE AREA(ACRES) = 15.00 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 14.83 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 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.) = 25.01 RAINFALL INTENSITY(INCH/HR) = 1.76 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.71 EFFECTIVE STREAM AREA(ACRES) = 15.00 TOTAL STREAM AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.83 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 33.18 24.16 1 32.99 24.84 1 31.94 26.57 2 14.83 25.01 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.796 0.92( 0.68) 1.766 0.92( 0.68) 1.696 0.92( 0.68) 1.759 0.93( 0.66) Ap Ae HEADWATER (ACRES) NODE 0.74 31.8 301.00 0.74 32.5 201.00 0.74 33.7 101.00 0.71 15.0 401.00 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 09/06/03 Q-48 PROPOSED HYDROLOGY N .,_ NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 47.99 24.16 1.796 0.93( 0.67) 0.73 46.3 301.00 2 47.82 24.84 1.766 0.93( 0.67) 0.73 47.4 201.00 3 47.72 25.01 1.759 0.93( 0.67) 0.73 47.6 401.00 4 45.92 26.57 1.696 0.92( 0.67) 0.73 48.7 101.00 COMPUTED CONFLUENCE ESTI224P2R7 PEAK FLOW RATE(CFS) = AS FOLLOWS: Tc(MIN.) = 24 EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 48.70 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 108.00 = 2635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1455.00 DOWNSTREAM(FEET) = 1449.60 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.39 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.99 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 25.29 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 109.00 = 3275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 930.00 ELEVATION DATA: UPSTREAM(FEET) = 1502.00 DOWNSTREAM(FEET) = 1479.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.780 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.860 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 3.70 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.33 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1 I: 1.00 46 22.78 3.33 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.78 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.860 SUBAREA LOSS RATE DATA(AMC II): 09/06/03 Q-49 PROPOSED HYDROLOGY DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES). (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.50 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.38 EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 5.71 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1479.00 DOWNSTREAM ELEVATION(FEET) = 1468.00 STREET LENGTH(FEET) = 515.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 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) = 6.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 25.05 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.757 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.19 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.66 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 6.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.30 FLOW VELOCITY(FEET/SEC.) = 3.77 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 503.00 = 1445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 09/06/03 Q-50 PROPOSED HYDROLOGY INITIAL SUBAREA FLOW-LENGTH(FEET) = 740.00 ELEVATION DATA: UPSTREAM(FEET) = 1508.00 DOWNSTREAM(FEET) = 1490.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.982 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.251 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.70 0.98 0.10 32 8.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.99 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.99 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1490.00 DOWNSTREAM ELEVATION(FEET) = 1475.00 STREET LENGTH(FEET) = 630.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 3.27 Tc(MIN.) = 12.25 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.698 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.64 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 3.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.37 FLOW VELOCITY(FEET/SEC.) = 3.33 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 603.00 = 1370.00 FEET. 09/06/03 Q-51 PROPOSED HYDROLOGY END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.40 TC(MIN.) = 12.25 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 3.28 END OF RATIONAL METHOD ANALYSIS 09/06/03 Q-52 PROPOSED HYDROLOGY Q25 Hydrology 09/06/03 Q-53 PROPOSED HYDROLOGY 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 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 Q25 DEVELOPED HYDROLOGY * * * ************************************************************************** FILE NAME: P:\685-1650\Drainage\16363Q25.DAT TIME/DATE OF STUDY: 10:09 09/04/2003 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* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.030 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.530 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.2049 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ----- ------ 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0300 0.110 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0300 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 09/06/03 Q-54 PROPOSED HYDROLOGY FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 1505.00 DOWNSTREAM(FEET) = 1493.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 19.946 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.333 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 7.30 0.86 1.00 46 19.95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.68 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 9.68 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.95 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.333 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 0.90 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.34 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 11.02 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1493.00 DOWNSTREAM ELEVATION(FEET) = 1475.00 STREET LENGTH(FEET) = 930.00 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 = 0.0199 09/06/03 Q-55 PROPOSED HYDROLOGY **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.55 STREET FLOW TRAVEL TIME(MIN.) = 4.00 Tc(MIN.) = 23.95 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.091 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 9.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 12.47 EFFECTIVE AREA(ACRES) = 17.40 AREA -AVERAGED Fm(INCH/HR) = 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) = 21.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.98 FLOW VELOCITY(FEET/SEC.) = 4.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 1530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1468.00 DOWNSTREAM(FEET) = 1460.00 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.62 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.69 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 24.55 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.55 RAINFALL INTENSITY(INCH/HR) = 2.06 AREA -AVERAGED Fm(INCH/HR) = 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.77 EFFECTIVE STREAM AREA(ACRES) = 17.40 TOTAL STREAM AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.69 09/06/03 Q-56 PROPOSED HYDROLOGY FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 770.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1482.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.522 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.294 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 1.90 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 20.52 2.45 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) «« < UPSTREAM ELEVATION(FEET) = 1482.00 DOWNSTREAM ELEVATION(FEET) = 1466.00 STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) = 22.97 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.144 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.24 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) = 0.73 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.82 09/06/03 Q-57 PROPOSED HYDROLOGY TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 4.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 10.16 FLOW VELOCITY(FEET/SEC.) = 3.90 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 105.00 = 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.97 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.144 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS.) = 3.51 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 7.95 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.97 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.144 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.37 EFFECTIVE AREA(ACRES) = 8.40 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) = 11.31 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 22.97 RAINFALL INTENSITY(INCH/HR) = 2.14 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.69 09/06/03 Q-58 PROPOSED HYDROLOGY EFFECTIVE STREAM AREA(ACRES) = 8.40 TOTAL STREAM AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.31 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.69 24.55 2.060 0.91( 0.71) 0.77 17.4 101.00 2 11.31 22.97 2.144 0.94( 0.65) 0.69 8.4 201.00 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 32.87 22.97 2.144 0.92( 0.69) 0.74 24.7 201.00 2 32.37 24.55 2.060 0.92( 0.69) 0.75 25.8 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.87 Tc(MIN.) = 22.97 EFFECTIVE AREA(ACRES) = 24.68 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 25.80 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1458.00 FLOW LENGTH(FEET) = 255.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.19 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.87 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 23.49 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.49 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 24.68 TOTAL STREAM AREA(ACRES) = 25.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.87 **************************************************************************** 09/06/03 Q-59 PROPOSED HYDROLOGY FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1482.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.681 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.283 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 2.20 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 20.68 2.82 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 106.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1482.00 DOWNSTREAM ELEVATION(FEET) = 1464.00 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 22.83 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.151 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 3.24 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.80 09/06/03 Q-60 PROPOSED HYDROLOGY TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 5.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.07 FLOW VELOCITY(FEET/SEC.) = 4.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 106.00 = 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 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.) = 22.83 RAINFALL INTENSITY(INCH/HR) = 2.15 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.80 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.80 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 32.87 23.49 2.115 0.92( 0.69) 0.74 24.7 201.00 1 32.37 25.07 2.034 0.92( 0.69) 0.75 25.8 101.00 2 5.80 22.83 2.151 0.90( 0.72) 0.80 4.5 301.00 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 38.56 22.83 2.151 0.92( 0.69) 0.75 28.5 301.00 2 38.52 23.49 2.115 0.92( 0.69) 0.75 29.2 201.00 3 37.70 25.07 2.034 0.92( 0.69) 0.75 30.3 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.56 Tc(MIN.) = 22.83 EFFECTIVE AREA(ACRES) = 28.49 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 30.30 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1458.00 DOWNSTREAM(FEET) = 1456.00 _ FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.83 09/06/03 Q-61 PROPOSED HYDROLOGY ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.56 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 23.05 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 2305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 --------------------------------------------------- ------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.05 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.139 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 4.76 EFFECTIVE AREA(ACRES) = 31.89 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 33.70 PEAK FLOW RATE(CFS) = 41.90 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1456.00 DOWNSTREAM(FEET) = 1455.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.07 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.90 PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 23.95 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 108.00 = 2635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.95 RAINFALL INTENSITY(INCH/HR) = 2.09 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 31.89 TOTAL STREAM AREA(ACRES) = 33.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.90 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 w---------------------------------------------------------------------------- 09/06/03 Q-62 PROPOSED HYDROLOGY »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1502.00 DOWNSTREAM(FEET) = 1480.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 20.998 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.262 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 4.10 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.17 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 21.00 5.17 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1480.00 DOWNSTREAM ELEVATION(FEET) = 1466.00 STREET LENGTH(FEET) = 505.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 23.31 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.125 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 4.99 EFFECTIVE AREA(ACRES) = 7.70 AREA -AVERAGED Fm(INCH/HR) = 0.73 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 9.66 09/06/03 Q-63 PROPOSED HYDROLOGY END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.72 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 403.00 = 1305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 108.00 IS CODE = 62 ------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1466.00 DOWNSTREAM ELEVATION(FEET) = 1460.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 24.80 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.047 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.16 EFFECTIVE AREA(ACRES) = 10.10 AREA -AVERAGED Fm(INCH/HR) = 0.70 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 12.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.70 FLOW VELOCITY(FEET/SEC.) = 3.58 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 108.00 = 1615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.80 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.047 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 09/06/03 Q-64 PROPOSED HYDROLOGY LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.92 EFFECTIVE AREA(ACRES) = 10.80 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 13.20 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.80 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.047 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 5.53 EFFECTIVE AREA(ACRES) = 15.00 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 18.73 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 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.) = 24.80 RAINFALL INTENSITY(INCH/HR) = 2.05 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.71 EFFECTIVE STREAM AREA(ACRES) = 15.00 TOTAL STREAM AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.73 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 41.90 23.95 2.090 0.92( 0.68) 0.74 31.9 301.00 1 41.75 24.61 2.057 0.92( 0.68) 0.74 32.6 201.00 1 40.74 26.19 1.981 0.92( 0.68) 0.74 33.7 101.00 2 18.73 24.80 2.047 0.93( 0.66) 0.71 15.0 401.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** 09/06/03 Q-65 PROPOSED HYDROLOGY STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 60.55 23.95 2.090 0.93( 0.67) 0.73 46.4 301.00 - 2 60.46 24.61 2.057 0.93( 0.67) 0.73 47.5 201.00 3 60.36 24.80 2.047 0.93( 0.67) 0.73 47.7 401.00 4 58.57 26.19 1.981 0.92( 0.67) 0.73 48.7 101.00 COMPUTED CONFLUENCE ESTIMATME AS FOLLOWS: PEAK FLOW RATE(CFS) = 6Tc(MIN.) = 23.95 EFFECTIVE AREA(ACRES) = 46.38 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 48.70 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 108.00 = 2635.00 -FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1455.00 DOWNSTREAM(FEET) = 1449.60 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.94 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.55 PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 25.03 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 109.00 = 3275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 930.00 ELEVATION DATA: UPSTREAM(FEET) = 1502.00 DOWNSTREAM(FEET) = 1479.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.780 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.154 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 3.70 0.86 1.00 46 22.78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.31 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 4.31 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------ ------------- MAINLINE Tc(MIN) = 22.78 ` * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.154 09/06/03 Q-66 PROPOSED HYDROLOGY SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.50 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.78 EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 7.09 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1479.00 DOWNSTREAM ELEVATION(FEET) = 1468.00 STREET LENGTH(FEET) = 515.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 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) = 7.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68 STREET FLOW TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 24.95 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.040 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.40 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.66 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 7.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.43 FLOW VELOCITY(FEET/SEC.) = 3.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.70 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 503.00 = 1445.00 FEET. **************************************************************************** , FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 -------------------------------------------------------------------------- """° »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 09/06/03 Q-67 PROPOSED HYDROLOGY >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 740.00 ELEVATION DATA: UPSTREAM(FEET) = 1508.00 DOWNSTREAM(FEET) = 1490.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.982 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.766 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.70 0.98 0.10 32 8.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.31 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.31 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1490.00 DOWNSTREAM ELEVATION(FEET) = 1475.00 STREET LENGTH(FEET) = 630.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 9.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 12.14 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.143 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.92 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 3.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 10.04 FLOW VELOCITY(FEET/SEC.) = 3.45 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 09/06/03 Q-68 PROPOSED HYDROLOGY LONGEST FLOWPATH FROM NODE 601.00 TO NODE 603.00 = 1370.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.40 TC(MIN.) = 12.14 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 3.84 END OF RATIONAL METHOD ANALYSIS 09/06/03 Q-69 PROPOSED HYDROLOGY Q100 Hydrology 09/06/03 Q-70 PROPOSED HYDROLOGY **************************************************************************** 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 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 Q100 HYDROLOGY * * * ************************************************************************** FILE NAME: P:\685-1650\Drainage\16363QOO.DAT TIME/DATE OF STUDY: 10:07 09/04/2003 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* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.030 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.530 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.5300 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0300 0.110 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0300 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 09/06/03 Q-71 PROPOSED HYDROLOGY FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 1505.00 DOWNSTREAM(FEET) = 1493.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.946 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.963 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 7.30 0.86 1.00 46 19.95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 13.81 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 13.81 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.95 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.963 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 0.90 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.85 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 15.66 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1493.00 DOWNSTREAM ELEVATION(FEET) = 1475.00 STREET LENGTH(FEET) = 930.00 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 = 0.0199 09/06/03 Q-72 PROPOSED HYDROLOGY **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 16.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.87 STREET FLOW TRAVEL TIME(MIN.) = 3.68 Tc(MIN.) = 23.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.676 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 9.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 17.32 EFFECTIVE AREA(ACRES) = 17.40 AREA -AVERAGED Fm(INCH/HR) = 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) = 30.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.32 FLOW VELOCITY(FEET/SEC.) = 4.46 DEPTH*VELOCITY(FT*FT/SEC.) = 2.12 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 1530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1468.00 DOWNSTREAM(FEET) = 1460.00 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.60 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.86 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 24.17 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ----------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.17 RAINFALL INTENSITY(INCH/HR) = 2.64 AREA -AVERAGED Fm(INCH/HR) = 0.71 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.77 EFFECTIVE STREAM AREA(ACRES) = 17.40 TOTAL STREAM AREA(ACRES) = 17.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.86 **************************************************************************** 09/06/03 Q-73 PROPOSED HYDROLOGY FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 770.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1482.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.522 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.912 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 1.90 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.51 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 20.52 3.51 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< -------------------------------------- UPSTREAM ELEVATION(FEET) = 1482.00 DOWNSTREAM ELEVATION(FEET) = 1466.00 STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30 STREET FLOW TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = 22.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.10 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) = 0.73 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.82 09/06/03 Q-74 PROPOSED HYDROLOGY TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 6.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.78 FLOW VELOCITY(FEET/SEC.) = 4.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 105.00 = 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 4.84 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 11.14 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.65 EFFECTIVE AREA(ACRES) = 8.40 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) = 15.79 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 22.78 RAINFALL INTENSITY(INCH/HR) = 2.74 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.69 09/06/03 Q-75 PROPOSED HYDROLOGY EFFECTIVE STREAM AREA(ACRES) = 8.40 TOTAL STREAM AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.79 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.86 24.17 2.640 0.91( 0.71) 0.77 17.4 101.00 2 15.79 22.78 2.735 0.94( 0.65) 0.69 8.4 201.00 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 46.31 22.78 2.735 0.92( 0.69) 0.75 24.8 201.00 2 45.93 24.17 2.640 0.92( 0.69) 0.75 25.8 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.31 Tc(MIN.) = 22.78 EFFECTIVE AREA(ACRES) = 24.80 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 25.80 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 1910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1458.00 FLOW LENGTH(FEET) = 255.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.06 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.31 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 23.25 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ----------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.25 RAINFALL INTENSITY(INCH/HR) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 EFFECTIVE STREAM AREA(ACRES) = 24.80 TOTAL STREAM AREA(ACRES) = 25.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.31 **************************************************************************** 09/06/03 Q-76 PROPOSED HYDROLOGY FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1482.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]' -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.681 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.899 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 2.20 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.04 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 20.68 4.04 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 106.00 IS CODE = 62 ---------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1482.00 DOWNSTREAM ELEVATION(FEET) = 1464.00 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.50 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 22.67 * 100 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 "3-4 DWELLINGS/ACRE" A 2.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 .„ SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.47 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.72 =° AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.80 09/06/03 Q-77 PROPOSED HYDROLOGY TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 8.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.76 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.73 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 106.00 = 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 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.) = 22.67 RAINFALL INTENSITY(INCH/HR) = 2.74 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.80 EFFECTIVE STREAM AREA(ACRES) = 4.50 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.20 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 46.31 23.25 1 45.93 24.64 2 8.20 22.67 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.702 0.92( 0.69) 2.610 0.92( 0.69) 2.744 0.90( 0.72) Ap Ae HEADWATER (ACRES) NODE 0.75 24.8 201.00 0.75 25.8 101.00 0.80 4.5 301.00 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 54.28 22.67 2.744 0.92( 0.69) 0.75 28.7 301.00 2 54.34 23.25 2.702 0.92( 0.69) 0.75 29.3 201.00 3 53.58 24.64 2.610 0.92( 0.69) 0.75 30.3 101.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.34 Tc(MIN.) = 23.25 EFFECTIVE AREA(ACRES) = 29.30 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 30.30 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1458.00 DOWNSTREAM(FEET) = 1456.00 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.71 09/06/03 Q-78 PROPOSED HYDROLOGY ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.34 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 23.45 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 2305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.45 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.688 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 6.44 EFFECTIVE AREA(ACRES) = 32.70 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 33.70 PEAK FLOW RATE(CFS) = 59.11 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 59.17 22.87 2.729 0.92( 0.68) 0.74 32.1 301.00 2 59.11 23.45 2.688 0.92( 0.68) 0.74 32.7 201.00 3 58.12 24.84 2.597 0.92( 0.68) 0.74 33.7 101.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 59.17 Tc(MIN.) = 22.87 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 EFFECTIVE AREA(ACRES) = 32.08 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1456.00 DOWNSTREAM(FEET) = 1455.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.66 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 59.17 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 23.69 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 108.00 = 2635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.69 09/06/03 Q-79 PROPOSED HYDROLOGY RAINFALL INTENSITY(INCH/HR) = 2.67 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 32.08 TOTAL STREAM AREA(ACRES) = 33.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 59.17 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1502.00 DOWNSTREAM(FEET) = 1480.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.998 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.873 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 4.10 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.43 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 21.00 7.43 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 62 -------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1480.00 DOWNSTREAM ELEVATION(FEET) = 1466.00 STREET LENGTH(FEET) = 505.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.712 SUBAREA LOSS RATE DATA(AMC II): = 23.11 10.87 09/06/03 Q-80 PROPOSED HYDROLOGY DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA AREA(ACRES) = 3.60 EFFECTIVE AREA(ACRES) = 7. AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 7.70 3.60 0.98 0.60 32 RATE, Fp(INCH/HR) = 0.98 FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 6.89 0 AREA -AVERAGED Fm(INCH/HR) = 0.73 .90 AREA -AVERAGED Ap = 0.81 PEAK FLOW RATE(CFS) = 13.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.41 FLOW VELOCITY(FEET/SEC.) = 4.17 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 403.00 = 1305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 108.00 IS CODE = 62 ----------------------=------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1466.00 DOWNSTREAM ELEVATION(FEET) = 1460.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 14.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 24.47 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.621 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.40 EFFECTIVE AREA(ACRES) = 10.10 AREA -AVERAGED Fm(INCH/HR) = 0.70 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 17.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.65 FLOW VELOCITY(FEET/SEC.) = 3.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.57 09/06/03 Q-81 PROPOSED HYDROLOGY LONGEST FLOWPATH FROM NODE 401.00 TO NODE 108.00 = 1615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.47 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.621 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.28 EFFECTIVE AREA(ACRES) = 10.80 AREA -AVERAGED Fm(INCH/HR) = 0.69 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 18.77 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.47 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.621 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 7.70 EFFECTIVE AREA(ACRES) = 15.00 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 26.47 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 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.) = 24.47 RAINFALL INTENSITY(INCH/HR) = 2.62 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.71 EFFECTIVE STREAM AREA(ACRES) = 15.00 TOTAL STREAM AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.47 ** CONFLUENCE DATA ** 09/06/03 Q-82 PROPOSED HYDROLOGY STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 301.00 (ACRES) NODE 1 59.17 23.69 2.672 0.92( 0.68) 0.74 32.1 301.00 1 59.11 24.28 2.633 0.92( 0.68) 0.74 32.7 201.00 1 58.12 25.67 2.546 0.92( 0.68) 0.74 33.7 101.00 2 26.47 24.47 2.621 0.93( 0.66) 0.71 15.0 401.00 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 85.47 23.69 2.672 0.93( 0.67) 0.73 46.6 301.00 2 85.54 24.28 2.633 0.93( 0.67) 0.73 47.6 201.00 3 85.44 24.47 2.621 0.93( 0.67) 0.73 47.8 401.00 4 83.59 25.67 2.546 0.92( 0.67) 0.73 48.7 101.00 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = -ARE 5 5 AS FOLLOWS: Tc(MIN.) =C -=2A-28 EFFECTIVE AREA(ACRES) = 47.58 AREA -AVERAGED Fm(INCH/HR) = 0.67 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 48.70 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 108.00 = 2635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1455.00 DOWNSTREAM(FEET) = 1449.60 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.65 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 85.54 PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 25.28 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 109.00 = 3275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 930.00 ELEVATION DATA: UPSTREAM(FEET) = 1502.00 DOWNSTREAM(FEET) = 1479.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 22.780 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.736 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 3.70 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 09/06/03 Q-83 Ap SCS Tc (DECIMAL) CN (MIN.) W11 1.00 46 22.78 PROPOSED HYDROLOGY SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 6.25 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 6.25 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.736 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.50 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.56 EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 9.81 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< ------------------- UPSTREAM ELEVATION(FEET) = 1479.00 DOWNSTREAM ELEVATION(FEET) = 1468.00 STREET LENGTH(FEET) = 515.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 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) = 10.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.97 STREET FLOW TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) = 24.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.600 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.80 EFFECTIVE AREA(ACRES) = 6.00 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.66 09/06/03 Q-84 PROPOSED HYDROLOGY TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 10.97 h END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.39 FLOW VELOCITY(FEET/SEC.) = 4.29 DEPTH*VELOCITY(FT*FT/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 503.00 = 1445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 740.00 ELEVATION DATA: UPSTREAM(FEET) = 1508.00 DOWNSTREAM(FEET) = 1490.00 Tc = K*[(LENGTH** 3.00)1(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.982 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.782 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.70 0.98 0.10 32 8.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.95 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1490.00 DOWNSTREAM ELEVATION(FEET) = 1475.00 STREET LENGTH(FEET) = 630.00 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 = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 2.99 Tc(MIN.) = 11.97 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.025 �• SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 09/06/03 Q45 PROPOSED HYDROLOGY COMMERCIAL A 0.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.47 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 4.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.13 FLOW VELOCITY(FEET/SEC.) = 3.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 603.00 = 1370.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.40 TC(MIN.) = 11.97 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 4.95 END OF RATIONAL METHOD ANALYSIS 09/06/03 Q-86 PROPOSED HYDROLOGY EXISTING HYDROLOGY 10/24/03 Q-1 EXISTING HYDROLOGY Q2 HYDROLOGY **************************************************************************** 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 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 EXISTING Q2 HYDROLOGY * * * FILE NAME: P:\685-1650\Drainage\16363E02.DAT TIME/DATE OF STUDY: 10:42 10/24/2003 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 = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.030 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.530 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1 -HOUR INTENSITY(INCH/HOUR) = 0.6805 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 100.20 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) = 1505.00 DOWNSTREAM(FEET) = 1492.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.404 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.300 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.) 10/24/03 Q-2 EXISTING HYDROLOGY NATURAL FAIR COVER "OPEN BRUSH" A 7.30 0.61 1.00 66 20.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.51 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 4.51 **************************************************************************** FLOW PROCESS FROM NODE 100.20 TO NODE 100.20 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.40 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.300 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 0.90 0.80 0.70 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.60 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.63 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 5.11 **************************************************************************** FLOW PROCESS FROM NODE 100.20 TO NODE 100.30 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1492.00 DOWNSTREAM(FEET) = 1470.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 CHANNEL SLOPE = 0.0232 CHANNEL FLOW THRU SUBAREA(CFS) = 5.11 FLOW VELOCITY(FEET/SEC) = 3.23 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.91 Tc(MIN.) = 25.31 LONGEST FLOWPATH FROM NODE 100.10 TO NODE 100.30 = 1590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 IS CODE = 81 --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.31 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.142 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 14.10 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 22.30 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.62 AREA -AVERAGED Ap = 0.99 TOTAL AREA(ACRES) = 22.30 PEAK FLOW RATE(CFS) = 10.65 10/24/03 Q-3 EXISTING HYDROLOGY **************************************************************************** FLOW PROCESS FROM NODE 200.10 TO NODE 200.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1481.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.498 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.296 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.) NATURAL FAIR COVER "OPEN BRUSH" A 8.20 0.61 1.00 66 20.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.04 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 5.04 **************************************************************************** FLOW PROCESS FROM NODE 200.20 TO NODE 200.30 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA«« < ------------------- ELEVATION DATA: UPSTREAM(FEET) = 1481.00 DOWNSTREAM(FEET) = 1460.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 CHANNEL SLOPE = 0.0223 CHANNEL FLOW THRU SUBAREA(CFS) = 5.04 FLOW VELOCITY(FEET/SEC) = 3.16 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.96 Tc(MIN.) = 25.46 LONGEST FLOWPATH FROM NODE 200.10 TO NODE 200.30 = 1720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.30 TO NODE 200.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.46 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.138 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 13.70 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 6.46 EFFECTIVE AREA(ACRES) = 21.90 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 21.90 PEAK FLOW RATE(CFS) = 10.33 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 21.90 TC(MIN.) = 25.46 EFFECTIVE AREA(ACRES) = 21.90 AREA -AVERAGED Fm(INCH/HR)= 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 1.00 10/24/03 Q-4 EXISTING HYDROLOGY PEAK FLOW RATE(CFS) = 10.33 END OF RATIONAL METHOD ANALYSIS 10/24/03 Q-5 EXISTING HYDROLOGY Q5 HYDROLOGY **************************************************************************** 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 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 EXISTING Q5 HYDROLOGY * * ************************************************************************** FILE NAME: P:\685-1650\Drainage\16363E05.DAT TIME/DATE OF STUDY: 10:43 10/24/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 5.00 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* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.030 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.530 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 5.00 1 -HOUR INTENSITY(INCH/HOUR) = 0.9018 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 100.20 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) = 1505.00 DOWNSTREAM(FEET) = 1492.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.404 10/24/03 Q-6 EXISTING HYDROLOGY * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.723 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.) NATURAL FAIR COVER "OPEN BRUSH" A 7.30 0.61 1.00 66 20.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.28 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 7.28 **************************************************************************** FLOW PROCESS FROM NODE 100.20 TO NODE 100.20 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.40 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.723 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 0.90 0.80 0.70 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.94 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.63 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 8.23 **************************************************************************** FLOW PROCESS FROM NODE 100.20 TO NODE 100.30 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1492.00 DOWNSTREAM(FEET) = 1470.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 CHANNEL SLOPE = 0.0232 CHANNEL FLOW THRU SUBAREA(CFS) = 8.23 FLOW VELOCITY(FEET/SEC) = 3.62 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.37 Tc(MIN.) = 24.78 LONGEST FLOWPATH FROM NODE 100.10 TO NODE 100.30 = 1590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.78 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.533 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 14.10 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) = 11.66 10/24/03 Q-7 EXISTING HYDROLOGY EFFECTIVE AREA(ACRES) = 22.30 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.62 AREA -AVERAGED Ap = 0.99 TOTAL AREA(ACRES) = 22.30 PEAK FLOW RATE(CFS) = 18.49 **************************************************************************** FLOW PROCESS FROM NODE 200.10 TO NODE 200.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1481.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 20.498 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.718 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.) NATURAL FAIR COVER "OPEN BRUSH" A 8.20 0.61 1.00 66 20.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 8.15 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) _ .15 **************************************************************************** FLOW PROCESS FROM NODE 200.20 TO NODE 200.30 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1481.00 DOWNSTREAM(FEET) = 1460.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 CHANNEL SLOPE = 0.0223 CHANNEL FLOW THRU SUBAREA(CFS) = 8.15 FLOW VELOCITY(FEET/SEC) = 3.55 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.42 Tc(MIN.) = 24.91 LONGEST FLOWPATH FROM NODE 200.10 TO NODE 200.30 = 1720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.30 TO NODE 200.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 24.91 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.528 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 13.70 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 127 EFFECTIVE AREA(ACRES) = 21.90 AREA -AVERAGED Fm(INCH/H 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 21.90 PEAK FLOW RATE(CFS) = 18.02 10/24/03 Q-8 EXISTING HYDROLOGY END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 21.90 TC(MIN.) = 24.91 EFFECTIVE AREA(ACRES) = 21.90 AREA -AVERAGED Fm(INCH/HR)= 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 18.02 END OF RATIONAL METHOD ANALYSIS 10/24/03 Q-9 EXISTING HYDROLOGY Q10 HYDROLOGY **************************************************************************** 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 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 EXISTING Q10 HYDROLOGY ************************************************************************** FILE NAME: P:\685-1650\Drainage\16363E10.DAT TIME/DATE OF STUDY: 10:43 10/24/2003 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* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.030 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.530 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0403 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 100.20 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) = 1505.00 DOWNSTREAM(FEET) = 1492.00 Tc = K*[(LENGTH** 3.00)1(ELEVATION CHANGE)]**0.20 r SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.404 10/24/03 Q-10 EXISTING HYDROLOGY * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.987 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 7.30 0.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.02 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.61 1.00 66 20.40 9.02 **************************************************************************** FLOW PROCESS FROM NODE 100.20 TO NODE 100.20 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.40 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.987 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 0.90 0.80 0.70 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.16 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.63 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) **************************************************************************** FLOW PROCESS FROM NODE 100.20 TO NODE 100.30 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1492.00 DOWNSTREAM(FEET) = 1470.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 CHANNEL SLOPE = 0.0232 CHANNEL FLOW THRU SUBAREA(CFS) = 10.18 FLOW VELOCITY(FEET/SEC) = 3.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.14 Tc(MIN.) = 24.55 LONGEST FLOWPATH FROM NODE 100.10 TO NODE 100.30 = 1590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.55 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.778 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 14.10 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) 10/24/03 Q-11 EXISTING HYDROLOGY EFFECTIVE AREA(ACRES) = 22.30 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.62 AREA -AVERAGED Ap = 0.99 TOTAL AREA(ACRES) = 22.30 PEAK FLOW RATE(CFS) = 23.42 **************************************************************************** FLOW PROCESS FROM NODE 200.10 TO NODE 200.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1481.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 20.498 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.982 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.) NATURAL FAIR COVER "OPEN BRUSH" A 8.20 0.61 1.00 66 20.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 10.09 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = Glo___�09:) **************************************************************************** FLOW PROCESS FROM NODE 200.20 TO NODE 200.30 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ----------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1481.00 DOWNSTREAM(FEET) = 1460.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 CHANNEL SLOPE = 0.0223 CHANNEL FLOW THRU SUBAREA(CFS) = 10.09 FLOW VELOCITY(FEET/SEC) = 3.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.18 Tc(MIN.) = 24.68 LONGEST FLOWPATH FROM NODE 200.10 TO NODE 200.30 = 1720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.30 TO NODE 200.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.68 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.773 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 13.70 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) =1429 EFFECTIVE AREA(ACRES) = 21.90 AREA -AVERAGED Fm(INCH/H 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 21.90 PEAK FLOW RATE(CFS) = 22.84 10/24/03 Q-12 EXISTING HYDROLOGY END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 21.90 TC(MIN.) = 24.68 EFFECTIVE AREA(ACRES) = 21.90 AREA -AVERAGED FM(INCH/HR)= 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 22.84 END OF RATIONAL METHOD ANALYSIS 10/24/03 Q-13 EXISTING HYDROLOGY Q25 HYDROLOGY 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 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 EXISTING Q25 HYDROLOGY * * ************************************************************************** FILE NAME: P:\685-1650\Drainage\16363E25.DAT TIME/DATE OF STUDY: 18:16 04/17/2003 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* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.030 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.530 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.2049 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* * **************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 100.20 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) = 1505.00 DOWNSTREAM(FEET) = 1492.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.404 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.302 10/24/03 Q-14 EXISTING HYDROLOGY SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 7.30 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.47 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 20.40 0.86 9.47 **************************************************************************** FLOW PROCESS FROM NODE 100.20 TO NODE 100.20 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.40 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.302 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 0.90 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.31 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 10.78 **************************************************************************** FLOW PROCESS FROM NODE 100.20 TO NODE 100.30 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1492.00 DOWNSTREAM(FEET) = 1470.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 CHANNEL SLOPE = 0.0232 CHANNEL FLOW THRU SUBAREA(CFS) = 10.78 FLOW VELOCITY(FEET/SEC) = 3.88 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.08 Tc(MIN.) = 24.49 LONGEST FLOWPATH FROM NODE 100.10 TO NODE 100.30 = 1590.00 FEET. FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.49 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.063 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 14.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) = 15.26 �_. EFFECTIVE AREA(ACRES) = 22.30 AREA -AVERAGED Fm(INCH/HR) = 0.85 10/24/03 Q-15 EXISTING HYDROLOGY AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.99 TOTAL AREA(ACRES) = 22.30 PEAK FLOW RATE(CFS) = 24.29 **************************************************************************** FLOW PROCESS FROM NODE 200.10 TO NODE 200.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1481.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 20.498 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.295 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 8.20 0.86 1.00 46 20.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 10.59 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 10.59 **************************************************************************** FLOW PROCESS FROM NODE 200.20 TO NODE 200.30 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1481.00 DOWNSTREAM(FEET) = 1460.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 CHANNEL SLOPE = 0.0223 CHANNEL FLOW THRU SUBAREA(CFS) = 10.59 FLOW VELOCITY(FEET/SEC) = 3.79 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.13 Tc(MIN.) = 24.63 LONGEST FLOWPATH FROM NODE 200.10 TO NODE 200.30 = 1720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.30 TO NODE 200.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.63 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.056 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 13.70 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 14.74 EFFECTIVE AREA(ACRES) = 21.90 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 21.90 PEAK FLOW RATE(CFS) = 23.57 END OF STUDY SUMMARY: 10/24/03 Q-16 EXISTING HYDROLOGY TOTAL AREA(ACRES) = 21.90 TC(MIN.) = 24.63 EFFECTIVE AREA(ACRES) = 21.90 AREA -AVERAGED Fm(INCH/HR)= 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 23.57 END OF RATIONAL METHOD ANALYSIS 10/24/03 Q-17 EXISTING HYDROLOGY Q1O0 HYDROLOGY * 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 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 EXISTING Q100 HYDROLOGY * * ************************************************************************** FILE NAME: P:\685-1650\Drainage\16363EOO.DAT TIME/DATE OF STUDY: 18:15 04/17/2003 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* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.030 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.530 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.5300 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 100.10 TO NODE 100.20 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) = 1505.00 DOWNSTREAM(FEET) = 1492.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.404 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.922 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER 10/24/03 Q-18 EXISTING HYDROLOGY "OPEN BRUSH" A 7.30 0.86 1.00 46 20.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 13.55 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 13.55 **************************************************************************** FLOW PROCESS FROM NODE 100.20 TO NODE 100.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.922 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" A 0.90 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.81 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 15.36 **************************************************************************** FLOW PROCESS FROM NODE 100.20 TO NODE 100.30 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »» >TRAVELTIME THRU SUBAREA««< -------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1492.00 DOWNSTREAM(FEET) = 1470.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 CHANNEL SLOPE = 0.0232 CHANNEL FLOW THRU SUBAREA(CFS) = 15.36 FLOW VELOCITY(FEET/SEC) = 4.25 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.73 Tc(MIN.) = 24.13 LONGEST FLOWPATH FROM NODE 100.10 TO NODE 100.30 = 1590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.30 TO NODE 100.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.643 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 14.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) = 22.62 EFFECTIVE AREA(ACRES) = 22.30 AREA -AVERAGED Fm(INCH/HR) = 0.85 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.99 TOTAL AREA(ACRES) = 22.30 PEAK FLOW RATE(CFS) = 35.92 10/24/03 Q-19 EXISTING HYDROLOGY FLOW PROCESS FROM NODE 200.10 TO NODE 200.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ' INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.00 DOWNSTREAM(FEET) = 1481.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.498 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.914 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 8.20 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 15.16 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) r mm 1.00 46 20.50 15.16 **************************************************************************** FLOW PROCESS FROM NODE 200.20 TO NODE 200.30 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1481.00 DOWNSTREAM(FEET) = 1460.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 CHANNEL SLOPE = 0.0223 CHANNEL FLOW THRU SUBAREA(CFS) = 15.16 FLOW VELOCITY(FEET/SEC) = 4.16 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.77 Tc(MIN.) = 24.26 LONGEST FLOWPATH FROM NODE 200.10 TO NODE 200.30 = 1720.00 FEET. FLOW PROCESS FROM NODE 200.30 TO NODE 200.30 IS CODE = 81 --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.26 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.634 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 13.70 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 21.87 EFFECTIVE AREA(ACRES) = 21.90 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 21.90 PEAK FLOW RATE(CFS) = 34.96 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 21.90 TC(MIN.) = 24.26 EFFECTIVE AREA(ACRES) = 21.90 AREA -AVERAGED Fm(INCH/HR)= 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 34.96 10/24/03 Q-20 EXISTING HYDROLOGY END OF RATIONAL METHOD ANALYSIS 10/24/03 Q-21 EXISTING HYDROLOGY UNIT HYDROGRAPH AND BASIN ROUTING 11/06/03 UH -1 PROPOSED HYDROLOGY Q2 UNIT HYDROGRAPH 11/06/03 UH -2 PROPOSED HYDROLOGY Project: TR 16363 NE OF CITRUS AVE AND WALNUT AVEI Date: 8/28/2003 685-1650 Engineer: MANUEL GONZALES Notes: 2yr Developed Set #1 1st-24hr 2nd-24hr 1 Design Storm yr 2 2 Catchment Lag time hrs 0.33 3 Catchment Area acres 48.7 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 0.47 7 Low loss fraction, Y -bar 0.65 8 Watershed area -averaged 5 -minute point rainfall inches 0.25 Watershed area -averaged 30 -minute point rainfall inches 0.52 Watershed area -averaged 1 -hour point rainfall inches 0.68 Watershed area -averaged 3 -hour point rainfall inches 1.24 Watershed area -averaged 6 -hour point rainfall inches 1.80 Watershed area -averaged 24 -hour point rainfall inches 3.40 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.980 (Fig E-4) 30 -min 0.980 1 -hr 0.990 3 -hr 0.990 6 -hr 1.000 24 -hr 1.000 UH Input Q02.xls 9/6/2003 TR 16363 NE OF CITRUS AVE AND WALNUT AVENUE 2 -YR STORM - DEVELOPED CONDITION Low Loss Fraction $ Maximum Loss Rate 12vr Develoaed Set # 1 685-1650 4/10/2003 Cover Area Soil type Area CN -II CN -III I A % F F.0-6 Areal (onsite) R1(3-4) 27.7 A 27.7 32 52 0.6 0.34 0.74 Area2 (offsite) OpenBrshFair 15.5 A 15.5 46 66 1 0.32 0.54 Area3 (offsite dev) R1(2) 0.9 A 0.9 32 52 0.7 0.01 0.74 Area4 (Future) (R1(3-4) 4.6 A 4.6 32 52 0.6 0.06 0.74 Lag Time Ct P-24 3.40 in Return Period 2 AMC Type III Tc = 24.9 min from Rational Method Study Lag = 19.92 min Lag = 0.33 hr Est Vol = 5 ac -ft Low Loss Fraction,Y-bar = 0.65 0.47 UH Input Q02.xls 8/28/2003 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * x x x x x x x x x x x x x x x x x x x x F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 Q2 UNIT HYDROGRAPH * AND BASIN ROUTING * * ************************************************************************** FILE NAME: P:\685-1650\Drainage\UHQ02.DAT TIME/DATE OF STUDY: 16:51 11/06/2003 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 48.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.330 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.470 LOW LOSS FRACTION = 0.650 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.25 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.52 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 0.68 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.24 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.80 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.40 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.980 30 -MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 0.990 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.253 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 11/06/03 UH -3 PROPOSED HYDROLOGY MODEL TIME(HOURS) FOR END OF RESULTS = 25.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.514 8.917 2 7.563 35.625 3 21.192 80.275 4 39.300 106.647 5 60.508 124.906 6 77.221 98.437 7 87.385 59.862 8 93.068 33.467 9 96.350 19.332 10 98.021 9.844 11 98.565 3.205 12 99.039 2.788 13 99.512 2.788 14 99.986 2.788 15 100.000 0.084 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 8.4287 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 5.3669 ---------------------------------------------------------------------------- 11/06/03 UH -4 PROPOSED HYDROLOGY 2 4- H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 ---------------------------------------------------------------------------- 0.083 0.0001 0.02 Q 0.167 0.0007 0.08 Q 0.250 0.0023 0.24 Q 0.333 0.0054 0.44 Q 0.417 0.0100 0.68 Q 0.500 0.0160 0.87 Q 0.583 0.0228 0.98 Q 0.667 0.0300 1.05 VQ 0.750 0.0375 1.09 VQ 0.833 0.0451 1.11 VQ 0.917 0.0529 1.12 VQ 1.000 0.0606 1.13 VQ 1.083 0.0685 1.14 VQ 1.167 0.0763 1.15 VQ 1.250 0.0843 1.15 VQ 1.333 0.0922 1.15 VQ 1.417 0.1002 1.16 VQ 1.500 0.1081 1.16 VQ 1.583 0.1162 1.16 VQ 1.667 0.1242 1.17 VQ 1.750 0.1322 1.17 VQ 1.833 0.1403 1.17 Q 1.917 0.1484 1.18 Q 2.000 0.1566 1.18 Q 2.083 0.1647 1.18 Q 2.167 0.1729 1.19 Q 2.250 0.1811 1.19 Q 2.333 0.1894 1.20 Q 2.417 0.1976 1.20 Q 2.500 0.2059 1.20 Q 2.583 0.2142 1.21 Q 2.667 0.2226 1.21 Q 2.750 0.2310 1.22 Q 2.833 0.2394 1.22 Q 2.917 0.2478 1.22 Q 3.000 0.2563 1.23 Q 3.083 0.2647 1.23 Q 3.167 0.2733 1.24 QV 3.250 0.2818 1.24 QV 3.333 0.2904 1.24 QV 3.417 0.2990 1.25 QV 3.500 0.3076 1.25 QV 3.583 0.3163 1.26 QV 3.667 0.3250 1.26 QV 3.750 0.3337 1.27 QV 3.833 0.3424 1.27 QV 3.917 0.3512 1.28 QV 4.000 0.3601 1.28 QV 4.083 0.3689 1.29 QV 4.167 0.3778 1.29 QV 4.250 0.3867 1.29 QV 4.333 0.3957 1.30 QV 4.417 0.4046 1.30 Q V 4.500 0.4137 1.31 Q V 4.583 0.4227 1.31 Q V 11/06/03 UH -5 PROPOSED HYDROLOGY 4.667 0.4318 1.32 .Q V 4.750 0.4409 1.32 Q V 4.833 0.4501 1.33 Q V 4.917 0.4593 1.33 Q V 5.000 0.4685 1.34 Q V 5.083 0.4778 1.35 Q v 5.167 0.4871 1.35 Q V 5.250 0.4964 1.36 Q V 5.333 0.5058 1.36 .Q V 5.417 0.5152 1.37 Q V 5.500 0.5247 1.37 Q V 5.583 0.5342 1.38 Q V 5.667 0.5437 1.38 Q V 5.750 0.5533 1.39 Q V 5.833 0.5629 1.40 Q V 5.917 0.5725 1.40 Q V 6.000 0.5822 1.41 Q V 6.083 0.5920 1.41 Q V 6.167 0.6018 1.42 Q V 6.250 0.6116 1.43 Q V 6.333 0.6215 1.43 Q V 6.417 0.6314 1.44 Q v 6.500 0.6413 1.45 Q V 6.583 0.6513 1.45 Q V 6.667 0.6614 1.46 Q V 6.750 0.6715 1.47 Q V 6.833 0.6816 1.47 Q V 6.917 0.6918 1.48 Q V 7.000 0.7021 1.49 Q V 7.083 0.7124 1.49 Q v 7.167 0.7227 1.50 Q V 7.250 0.7331 1.51 Q V 7.333 0.7436 1.52 Q V 7.417 0.7541 1.52 Q V 7.500 0.7646 1.53 Q V 7.583 0.7752 1.54 Q V 7.667 0.7859 1.55 Q V 7.750 0.7966 1.56 Q v 7.833 0.8074 1.56 Q V ' 7.917 0.8182 1.57 Q V 8.000 0.8291 1.58 Q v 8.083 0.8400 1.59 Q V 8.167 0.8510 1.60 Q V 8.250 0.8621 1.61 Q V 8.333 0.8732 1.62 Q V 8.417 0.8844 1.62 Q V 8.500 0.8957 1.63 Q V 8.583 0.9070 1.64 Q v 8.667 0.9184 1.65 Q V 8.750 0.9298 1.66 Q V 8.833 0.9413 1.67 Q v 8.917 0.9529 1.68 Q V 9.000 0.9646 1.69 Q v 9.083 0.9763 1.70 Q V 9.167 0.9881 1.71 Q v 9.250 1.0000 1.72 Q V 9.333 1.0119 1.74 Q V 9.417 1.0239 1.75 Q V 9.500 1.0361 1.76 Q v 9.583 1.0482 1.77 Q v 9.667 1.0605 1.78 Q V 9.750 1.0729 1.79 Q v 9.833 1.0853 1.81 Q V . 9.917 1.0978 1.82 Q V . •.- 10.000 1.1104 1.83 Q V . 10.083 1.1231 1.84 Q V . 10.167 1.1359 1.86 Q V . 11/06/03 UH -6 PROPOSED HYDROLOGY 10.250 1.1488 1.87 .Q V . 10.333 1.1618 1.88 Q V . 10.417 1.1748 1.90 Q V . 10.500 1.1880 1.91 Q V . 10.583 1.2013 1.93 Q V . 10.667 1.2147 1.94 Q V. 10.750 1.2282 1.96 Q V. 10.833 1.2418 1.97 Q V. 10.917 1.2555 1.99 Q V. 11.000 1.2693 2.01 Q V. 11.083 1.2832 2.02 Q V. 11.167 1.2973 2.04 Q' V. 11.250 1.3115 2.06 Q V. 11.333 1.3258 2.08 Q V. 11.417 1.3402 2.10 Q V. 11.500 1.3548 2.11 Q V 11.583 1.3695 2.13 Q V 11.667 1.3843 2.15 Q V 11.750 1.3993 2.18 Q V 11.833 1.4144 2.20 Q V 11.917 1.4297 2.22 Q V 12.000 1.4451 2.24 Q V 12.083 1.4608 2.27 Q V 12.167 1.4768 2.32 Q V 12.250 1.4934 2.42 Q V 12.333 1.5108 2.53 Q V 12.417 1.5291 2.66 Q v 12.500 1.5481 2.76 Q V 12.583 1.5677 2.84 Q V 12.667 1.5877 2.90 Q V 12.750 1.6079 2.94 Q v 12.833 1.6285 2.98 Q V 12.917 1.6492 3.02 Q V 13.000 1.6702 3.05 Q V 13.083 1.6915 3.09 Q V 13.167 1.7130 3.12 Q V 13.250 1.7348 3.16 Q V 13.333 1.7568 3.20 Q V 13.417 1.7791 3.24 Q V 13.500 1.8017 3.28 Q V 13.583 1.8246 3.32 Q V 13.667 1.8478 3.37 Q V 13.750 1.8713 3.42 Q V 13.833 1.8952 3.46 Q V 13.917 1.9194 3.52 Q V 14.000 1.9440 3.57 Q V 14.083 1.9689 3.63 Q V - 14.167 1.9943 3.68 Q V 14.250 2.0201 3.74 Q V 14.333 2.0463 3.80 Q V 14.417 2.0729 3.87 Q V 14.500 2.1000 3.93 Q V 14.583 2.1276 4.01 Q V 14.667 2.1558 4.10 Q V 14.750 2.1847 4.19 Q V 14.833 2.2142 4.29 Q V 14.917 2.2445 4.40 Q V 15.000 2.2755 4.51 Q V 15.083 2.3075 4.64 Q V 15.167 2.3404 4.78 Q V 15.250 2.3744 4.94 Q V 15.333 2.4096 5.11 Q V 15.417 2.4460 5.28 Q V 15.500 2.4832 5.40 Q V 15.583 2.5206 5.43 Q V 15.667 2.5580 5.43 Q V• 15.750 2.5955 5.44 Q V. 11/06/03 UH -7 PROPOSED HYDROLOGY 15.833 2.6343 5.63 Q V- 15.917 2.6763 6.10 Q V• 16.000 2.7250 7.06 Q V 16.083 2.7962 10.35 Q V 16.167 2.9157 17.34 Q V 16.250 3.1022 27.09 V Q 16.333 3.3270 32.64 V Q 16.417 3.5683 35.05 V Q 16.500 3.7641 28.42 Q - 16.583 3.8995 19.66 Q• V• 16.667 3.9929 13.56 Q V• 16.750 4.0625 10.10 Q V 16.833 4.1156 7.72 Q V 16.917 4.1574 6.06 Q V 17.000 4.1962 5.64 Q V 17.083 4.2331 5.35 Q V 17.167 4.2677 5.03 Q V 17.250 4.2973 4.29 Q V 17.333 4.3253 4.08 Q V 17.417 4.3523 3.92 Q V 17.500 4.3784 3.78 Q V 17.583 4.4036 3.66 Q V 17.667 4.4280 3.54 Q V 17.750 4.4517 3.44 Q V 17.833 4.4747 3.34 Q V 17.917 4.4971 3.26 Q V 18.000 4.5190 3.18 Q V 18.083 4.5403 3.10 Q V 18.167 4.5610 3.00 Q V 18.250 4.5807 2.87 Q V 18.333 4.5995 2.72 Q V 18.417 4.6172 2.56 Q V 18.500 4.6339 2.43 Q V 18.583 4.6500 2.33 Q V 18.667 4.6655 2.26 Q V 18.750 4.6807 2.20 Q V 18.833 4.6955 2.15 Q V 18.917 4.7100 2.11 Q V 19.000 4.7243 2.07 Q V 19.083 4.7383 2.03 Q V 19.167 4.7520 2.00 Q V 19.250 4.7655 1.96 Q V 19.333 4.7788 1.93 Q V 19.417 4.7919 1.90 Q V 19.500 4.8048 1.87 Q V 19.583 4.8176 1.85 Q V 19.667 4.8301 1.82 Q V 19.750 4.8425 1.80 Q V 19.833 4.8547 1.77 Q V 19.917 4.8667 1.75 Q V 20.000 4.8786 1.73 Q V 20.083 4.8904 1.71 Q V 20.167 4.9020 1.68 Q V 20.250 4.9135 1.66 Q V 20.333 4.9248 1.65 Q V 20.417 4.9360 1.63 Q V 20.500 4.9471 1.61 Q V 20.583 4.9580 1.59 Q V 20.667 4.9689 1.57 Q V 20.750 4.9796 1.56 Q V 20.833 4.9902 1.54 Q V 20.917 5.0007 1.53 Q V 21.000 5.0111 1.51 Q V 21.083 5.0214 1.50 Q V • 21.167 5.0316 1.48 Q V 21.250 5.0417 1.47 Q V 21.333 5.0518 1.45 Q V 11/06/03 U14-8 PROPOSED HYDROLOGY 21.417 5.0617 1.44 .Q V 21.500 5.0715 1.43 Q V 21.583 5.0813 1.42 Q V 21.667 5.0909 1.40 Q V 21.750 5.1005 1.39 Q V 21.833 5.1100 1.38 Q V 21.917 5.1195 1.37 Q V 22.000 5.1288 1.36 Q V 22.083 5.1381 1.35 Q V 22.167 5.1473 1.34 Q V 22.250 5.1564 1.33 Q V 22.333 5.1655 1.32 Q V - 22.417 5.1745 1.31 Q V 22.500 5.1834 1.30 Q V - 22.583 5.1922 1.29 Q V 22.667 5.2010 1.28 Q V 22.750 5.2098 1.27 Q V 22.833 5.2184 1.26 Q V 22.917 5.2270 1.25 Q V 23.000 5.2356 1.24 Q V. 23.083 5.2441 1.23 Q V. 23.167 5.2525 1.22 Q V. 23.250 5.2609 1.22 Q V. 23.333 5.2692 1.21 Q V. 23.417 5.2775 1.20 Q V. 23.500 5.2857 1.19 Q V. 23.583 5.2939 1.19 Q V• 23.667 5.3020 1.18 Q V. 23.750 5.3100 1.17 Q V• 23.833 5.3181 1.16 Q V. 23.917 5.3260 1.16 Q V. 24.000 5.3339 1.15 Q V. 24.083 5.3417 1.13 Q V. 24.167 5.3489 1.05 Q V. 24.250 5.3551 0.89 Q V. 24.333 5.3598 0.69 Q V• 24.417 5.3629 0.45 Q V• 24.500 5.3647 0.26 Q V. 24.583 5.3657 0.14 Q V• - 24.667 5.3662 0.08 Q V. 24.750 5.3665 0.04 Q V. 24.833 5.3666 0.02 Q V. 24.917 5.3668 0.02 Q V. 25.000 5.3668 0.01 Q V. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) I I V depth ----------- _effective (and volume) I I I I I I....V........ I detention 1<-->I outflow I basin I I•••-•••• ----------- I I \ I dead I basin outlet ' V I storage I OUTFLOW --------- (STREAM 1) 11/06/03 UH-9 PROPOSED HYDROLOGY ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 1.98 0.210 3 2.00 5.61 0.450 4 2.20 7.93 0.500 5 2.50 14.78 0.580 6 3.00 24.42 0.730 7 4.00 34.53 1.040 8 5.00 42.29 1.410 9 6.00 48.84 1.820 10 7.00 54.60 2.280 11 8.00 59.81 2.810 12 9.00 64.61 3.400 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.083 0.000 0.02 0.00 0.00 0.0 0.000 0.167 0.000 0.08 0.00 0.00 0.0 0.001 0.250 0.000 0.24 0.00 0.01 0.0 0.002 0.333 0.000 0.44 0.00 0.02 0.0 0.005 0.417 0.000 0.68 0.00 0.04 0.1 0.009 0.500 0.000 0.87 0.00 0.07 0.1 0.014 0.583 0.000 0.98 0.00 0.10 0.2 0.020 0.667 0.000 1.05 0.00 0.12 0.2 0.026 0.750 0.000 1.09 0.00 0.15 0.3 0.031 0.833 0.000 1.11 0.00 0.18 0.3 0.037 0.917 0.000 1.12 0.00 0.20 0.4 0.042 1.000 0.000 1.13 0.00 0.22 0.4 0.047 1.083 0.000 1.14 0.00 0.25 0.5 0.052 1.167 0.000 1.15 0.00 0.27 0.5 0.056 1.250 0.000 1.15 0.00 0.29 0.5 0.060 1.333 0.000 1.15 0.00 0.30 0.6 0.064 1.417 0.000 1.16 0.00 0.32 0.6 0.068 1.500 0.000 1.16 0.00 0.34 0.7 0.071 1.583 0.000 1.16 0.00 0.35 0.7 0.074 1.667 0.000 1.17 0.00 0.37 0.7 0.078 1.750 0.000 1.17 0.00 0.38 0.7 0.080 1.833 0.000 1.17 0.00 0.40 0.8 0.083 1.917 0.000 1.18 0.00 0.41 0.8 0.086 2.000 0.000 1.18 0.00 0.42 0.8 0.088 2.083 0.000 1.18 0.00 0.43 0.8 0.091 2.167 0.000 1.19 0.00 0.44 0.9 0.093 2.250 0.000 1.19 0.00 0.45 0.9 0.095 2.333 0.000 1.20 0.00 0.46 0.9 0.097 11/06/03 UH -10 PROPOSED HYDROLOGY 2.417 0.000 1.20 0.00 0.47 0.9 0.099 2.500 0.000 1.20 0.00 0.48 0.9 0.101 2.583 0.000 1.21 0.00 0.49 1.0 0.102 2.667 0.000 1.21 0.00 0.50 1.0 0.104 2.750 0.000 1.22 0.00 0.50 1.0 0.106 2.833 0.000 1.22 0.00 0.51 1.0 0.107 2.917 0.000 1.22 0.00 0.52 1.0 0.109 3.000 0.000 1.23 0.00 0.52 1.0 0.110 3.083 0.000 1.23 0.00 0.53 1.0 0.111 3.167 0.000 1.24 0.00 0.54 1.1 0.112 3.250 0.000 1.24 0.00 0.54 1.1 0.114 3.333 0.000 1.24 0.00 0.55 1.1 0.115 3.417 0.000 1.25 0.00 0.55 1.1 0.116 3.500 0.000 1.25 0.00 0.56 1.1 0.117 3.583 0.000 1.26 0.00 0.56 1.1 0.118 3.667 0.000 1.26 0.00 0.57 1.1 0.119 3.750 0.000 1.27 0.00 0.57 1.1 0.120 3.833 0.000 1.27 0.00 0.58 1.1 0.121 3.917 0.000 1.28 0.00 0.58 1.1 0.122 4.000 0.000 1.28 0.00 0.58 1.2 0.123 4.083 0.000 1.29 0.00 0.59 1.2 0.124 4.167 0.000 1.29 0.00 0.59 1.2 0.124 4.250 0.000 1.29 0.00 0.60 1.2 0.125 4.333 0.000 1.30 0.00 0.60 1.2 0.126 4.417 0.000 1.30 0.00 0.60 1.2 0.127 4.500 0.000 1.31 0.00 0.61 1.2 0.128 4.583 0.000 1.31 0.00 0.61 1.2 0.128 4.667 0.000 1.32 0.00 0.61 1.2 0.129 4.750 0.000 1.32 0.00 0.62 1.2 0.130 4.833 0.000 1.33 0.00 0.62 1.2 0.130 4.917 0.000 1.33 0.00 0.62 1.2 0.131 5.000 0.000 1.34 0.00 0.63 1.2 0.132 5.083 0.000 1.35 0.00 0.63 1.2 0.133 5.167 0.000 1.35 0.00 0.63 1.3 0.133 5.250 0.000 1.36 0.00 0.64 1.3 0.134 5.333 0.000 1.36 0.00 0.64 1.3 0.135 5.417 0.000 1.37 0.00 0.64 1.3 0.135 5.500 0.000 1.37 0.00 0.65 1.3 0.136 5.583 0.000 1.38 0.00 0.65 1.3 0.137 5.667 0.000 1.38 0.00 0.65 1.3 0.137 5.750 0.000 1.39 0.00 0.66 1.3 0.138 5.833 0.000 1.40 0.00 0.66 1.3 0.138 5.917 0.000 1.40 0.00 0.66 1.3 0.139 6.000 0.000 1.41 0.00 0.67 1.3 0.140 6.083 0.000 1.41 0.00 0.67 1.3 0.140 6.167 0.000 1.42 0.00 0.67 1.3 0.141 6.250 0.000 1.43 0.00 0.67 1.3 0.142 6.333 0.000 1.43 0.00 0.68 1.3 0.142 6.417 0.000 1.44 0.00 0.68 1.3 0.143 6.500 0.000 1.45 0.00 0.68 1.4 0.144 6.583 0.000 1.45 0.00 0.69 1.4 0.144 6.667 0.000 1.46 0.00 0.69 1.4 0.145 6.750 0.000 1.47 0.00 0.69 1.4 0.146 6.833 0.000 1.47 0.00 0.70 1.4 0.146 6.917 0.000 1.48 0.00 0.70 1.4 0.147 7.000 0.000 1.49 0.00 0.70 1.4 0.148 7.083 0.000 1.49 0.00 0.71 1.4 0.148 7.167 0.000 1.50 0.00 0.71 1.4 0.149 7.250 0.000 1.51 0.00 0.71 1.4 0.150 7.333 0.000 1.52 0.00 0.72 1.4 0.150 7.417 0.000 1.52 0.00 0.72 1.4 0.151 7.500 0.000 1.53 0.00 0.72 1.4 0.152 7.583 0.000 1.54 0.00 0.73 1.4 0.153 7.667 0.000 1.55 0.00 0.73 1.4 0.153 7.750 0.000 1.56 0.00 0.73 1.4 0.154 7.833 0.000 1.56 0.00 0.74 1.5 0.155 7.917 0.000 1.57 0.00 0.74 1.5 0.156 11/06/03 UH -11 PROPOSED HYDROLOGY 8.000 0.000 1.58 0.00 0.74 1.5 0.156 8.083 0.000 1.59 0.00 0.75 1.5 0.157 8.167 0.000 1.60 0.00 0.75 1.5 0.158 8.250 0.000 1.61 0.00 0.76 1.5 0.159 8.333 0.000 1.62 0.00 0.76 1.5 0.159 8.417 0.000 1.62 0.00 0.76 1.5 0.160 8.500 0.000 1.63 0.00 0.77 1.5 0.161 8.583 0.000 1.64 0.00 0.77 1.5 0.162 8.667 0.000 - 1.65 0.00 0.77 1.5 0.163 8.750 0.000 1.66 0.00 0.78 1.5 0.164 8.833 0.000 1.67 0.00 0.78 1.5 0.164 8.917 0.000 1.68 0.00 0.79 1.6 0.165 9.000 0.000 1.69 0.00 0.79 1.6 0.166 9.083 0.000 1.70 0.00 0.80 1.6 0.167 9.167 0.000 1.71 0.00 0.80 1.6 0.168 9.250 0.000 1.72 0.00 0.80 1.6 0.169 9.333 0.000 1.74 0.00 0.81 1.6 0.170 9.417 0.000 1.75 0.00 0.81 1.6 0.171 9.500 0.000 1.76 0.00 0.82 1.6 0.172 9.583 0.000 1.77 0.00 0.82 1.6 0.173 9.667 0.000 1.78 0.00 0.83 1.6 0.174 9.750 0.000 1.79 0.00 0.83 1.6 0.175 9.833 0.000 1.81 0.00 0.84 1.7 0.176 9.917 0.000 1.82 0.00 0.84 1.7 0.177 10.000 0.000 1.83 0.00 0.85 1.7 0.178 10.083 0.000 1.84 0.00 0.85 1.7 0.179 10.167 0.000 1.86 0.00 0.86 1.7 0.180 10.250 0.000 1.87 0.00 0.86 1.7 0.181 10.333 0.000 1.88 0.00 0.87 1.7 0.183 10.417 0.000 1.90 0.00 0.88 1.7 0.184 10.500 0.000 1.91 0.00 0.88 1.7 0.185 10.583 0.000 1.93 0.00 0.89 1.7 0.186 10.667 0.000 1.94 0.00 0.89 1.8 0.187 10.750 0.000 1.96 0.00 0.90 1.8 0.189 10.833 0.000 1.97 0.00 0.90 1.8 0.190 10.917 0.000 1.99 0.00 0.91 1.8 0.191 11.000 0.000 2.01 0.00 0.92 1.8 0.193 11.083 0.000 2.02 0.00 0.92 1.8 0.194 11.167 0.000 2.04 0.00 0.93 1.8 0.195 11.250 0.000 2.06 0.00 0.94 1.8 0.197 11.333 0.000 2.08 0.00 0.94 1.9 0.198 11.417 0.000 2.10 0.00 0.95 1.9 0.200 11.500 0.000 2.11 0.00 0.96 1.9 0.201 11.583 0.000 2.13 0.00 0.97 1.9 0.203 11.667 0.000 2.15 0.00 0.97 1.9 0.205 11.750 0.000 2.18 0.00 0.98 1.9 0.206 11.833 0.000 2.20 0.00 0.99 2.0 0.208 11.917 0.000 2.22 0.00 1.00 2.0 0.210 12.000 0.000 2.24 0.00 1.01 2.0 0.211 12.083 0.000 2.27 0.00 1.01 2.0 0.213 12.167 0.000 2.32 0.00 1.02 2.0 0.215 12.250 0.000 2.42 0.00 1.03 2.1 0.217 12.333 0.000 2.53 0.00 1.04 2.1 0.220 12.417 0.000 2.66 0.00 1.06 2.2 0.224 12.500 0.000 2.76 0.00 1.07 2.2 0.227 12.583 0.000 2.84 0.00 1.09 2.3 0.231 12.667 0.000 2.90 0.00 1.11 2.3 0.235 12.750 0.000 2.94 0.00 1.12 2.4 0.239 12.833 0.000 2.98 0.00 1.14 2.4 0.243 12.917 0.000 3.02 0.00 1.15 2.5 0.246 13.000 0.000 3.05 0.00 1.17 2.6 0.250 13.083 0.000 3.09 0.00 1.18 2.6 0.253 13.167 0.000 3.12 0.00 1.19 2.7 0.256 13.250 0.000 3.16 0.00 1.21 2.7 0.259 13.333 0.000 3.20 0.00 1.22 2.8 0.262 13.417 0.000 3.24 0.00 1.23 2.8 0.266 13.500 0.000 3.28 0.00 1.24 2.8 0.269 11/06/03 UH -12 PROPOSED HYDROLOGY 13.583 0.000 3.32 0.00 1.26 2.9 0.272 13.667 0.000 3.37 0.00 1.27 2.9 0.275 _.. 13.750 0.000 3.42 0.00 1.28 3.0 0.278 13.833 0.000 3.46 0.00 1.29 3.0 0.281 13.917 0.000 3.52 0.00 1.31 3.1 0.284 14.000 0.000 3.57 0.00 1.32 3.1 0.287 14.083 0.000 3.63 0.00 1.33 3.2 0.290 14.167 0.000 3.68 0.00 1.35 3.2 0.293 14.250 0.000 3.74 0.00 1.36 3.3 0.296 14.333 0.000 3.80 0.00 1.37 3.3 0.300 14.417 0.000 3.87 0.00 1.39 3.4 0.303 14.500 0.000 3.93 0.00 1.40 3.4 0.307 14.583 0.000 4.01 0.00 1.42 3.5 0.311 14.667 0.000 4.10 0.00 1.44 3.5 0.314 14.750 0.000 4.19 0.00 1.45 3.6 0.319 14.833 0.000 4.29 0.00 1.47 3.7 0.323 14.917 0.000 4.40 0.00 1.49 3.7 0.328 15.000 0.000 4.51 0.00 1.51 3.8 0.332 15.083 0.000 4.64 0.00 1.53 3.9 0.338 15.167 0.000 4.78 0.00 1.56 4.0 0.343 15.250 0.000 4.94 0.00 1.58 4.0 0.350 15.333 0.000 5.11 0.00 1.61 4.1 0.356 15.417 0.000 5.28 0.00 1.64 4.2 0.363 15.500 0.000 5.40 0.00 1.67 4.4 0.371 15.583 0.000 5.43 0.00 1.70 4.5 0.377 15.667 0.000 5.43 0.00 1.72 4.6 0.383 15.750 0.000 5.44 0.00 1.75 4.6 0.389 15.833 0.000 5.63 0.00 1.77 4.7 0.395 15.917 0.000 6.10 0.00 1.81 4.8 0.404 16.000 0.000 7.06 0.00 1.87 5.0 0.418 16.083 0.000 10.35 0.00 2.01 5.4 0.452 16.167 0.000 17.34 0.00 2.27 7.6 0.519 16.250 0.000 27.09 0.00 2.61 13.3 0.614 16.333 0.000 32.64 0.00 2.91 19.8 0.702 16.417 0.000 35.05 0.00 3.15 24.3 0-:776 16.500 0.000 28.42 0.00 3.20 26.2 0.792 16.583 0.000 19.66 0.00 3.06 25.8 0.750 16.667 0.000 13.56 0.00 2.84 23.2 0.683 16.750 0.000 10.10 0.00 2.63 19.4 0.619 16.833 0.000 7.72 0.00 2.45 15.5 0.566 16.917 0.000 6.06 0.00 2.30 11.9 0.526 17.000 0.000 5.64 0.00 2.21 9.1 0.502 17.083 0.000 5.35 0.00 2.14 7.7 0.486 17.167 0.000 5.03 0.00 2.09 7.0 0.473 17.250 0.000 4.29 0.00 2.03 6.3 0.459 17.333 0.000 4.08 0.00 1.99 5.8 0.447 17.417 0.000 3.92 0.00 1.94 5.5 0.436 17.500 0.000 3.78 0.00 1.90 5.3 0.425 17.583 0.000 3.66 0.00 1.85 5.2 0.415 17.667 0.000 3.54 0.00 1.81 5.0 0.405 17.750 0.000 3.44 0.00 1.77 4.9 0.395 17.833 0.000 3.34 0.00 1.73 4.7 0.386 17.917 0.000 3.26 0.00 1.70 4.6 0.377 18.000 0.000 3.18 0.00 1.66 4.4 0.368 18.083 0.000 3.10 0.00 1.62 4.3 0.360 18.167 0.000 3.00 0.00 1.59 4.2 0.352 18.250 0.000 2.87 0.00 1.56 4.1 0.343 18.333 0.000 2.72 0.00 1.52 3.9 0.335 18.417 0.000 2.56 0.00 1.49 3.8 0.327 18.500 0.000 2.43 0.00 1.45 3.7 0.318 18.583 0.000 2.33 0.00 1.41 3.5 0.310 18.667 0.000 2.26 0.00 1.38 3.4 0.302 18.750 0.000 2.20 0.00 1.35 3.3 0.294 18.833 0.000 2.15 0.00 1.32 3.2 0.287 18.917 0.000 2.11 0.00 1.29 3.1 0.280 19.000 0.000 2.07 0.00 1.27 3.0 0.274 19.083 0.000 2.03 0.00 1.24 2.9 0.268 11/06/03 UH -13 PROPOSED HYDROLOGY 19.167 0.000 2.00 0.00 1.22 2.8 0.262 19.250 0.000 1.96 0.00 1.19 2.7 0.257 19.333 0.000 1.93 0.00 1.17 2.7 0.252 19.417 0.000 1.90 0.00 1.15 2.6 0.247 19.500 0.000 1.87 0.00 1.14 2.5 0.243 19.583 0.000 1.85 0.00 1.12 2.4 0.239 19.667 0.000 1.82 0.00 1.10 2.4 0.235 19.750 0.000 1.80 0.00 1.09 2.3 0.231 19.833 0.000 1.77 0.00 1.07 2.3 0.228 19.917 0.000 1.75 0.00 1.06 2.2 0.224 20.000 0.000 1.73 0.00 1.05 2.2 0.221 20.083 0.000 1.71 0.00 1.04 2.1 0.218 20.167 0.000 1.68 0.00 1.02 2.1 0.216 20.250 0.000 1.66 0.00 1.01 2.0 0.213 20.333 0.000 1.65 0.00 1.00 2.0 0.211 20.417 0.000 1.63 0.00 0.99 2.0 0.208 20.500 0.000 1.61 0.00 0.98 2.0 0.206 20.583 0.000 1.59 0.00 0.97 1.9 0.203 20.667 0.000 1.57 0.00 0.96 1.9 0.201 20.750 0.000 1.56 0.00 0.95 1.9 0.199 20.833 0.000 1.54 0.00 0.94 1.9 0.197 20.917 0.000 1.53 0.00 0.93 1.8 0.194 21.000 0.000 1.51 0.00 0.92 1.8 0.192 21.083 0.000 1.50 0.00 0.91 1.8 0.190 21.167 0.000 1.48 0.00 0.90 1.8 0.188 21.250 0.000 1.47 0.00 0.89 1.8 0.186 21.333 0.000 1.45 0.00 0.88 1.7 0.184 21.417 0.000 1.44 0.00 0.87 1.7 0.182 21.500 0.000 1.43 0.00 0.86 1.7 0.180 21.583 0.000 1.42 0.00 0.85 1.7 0.178 21.667 0.000 1.40 0.00 0.84 1.7 0.176 21.750 0.000 1.39 0.00 0.83 1.7 0.175 21.833 0.000 1.38 0.00 0.82 1.6 0.173 21.917 0.000 1.37 0.00 0.81 1.6 0.171 22.000 0.000 1.36 0.00 0.81 1.6 0.169 22.083 0.000 1.35 0.00 0.80 1.6 0.168 22.167 0.000 1.34 0.00 0.79 1.6 0.166 22.250 0.000 1.33 0.00 0.78 1.6 0.164 22.333 0.000 1.32 0.00 0.78 1.5 0.163 22.417 0.000 1.31 0.00 0.77 1.5 0.161 22.500 0.000 1.30 0.00 0.76 1.5 0.160 22.583 0.000 1.29 0.00 0.75 1.5 0.158 22.667 0.000 1.28 0.00 0.75 1.5 0.157 22.750 0.000 1.27 0.00 0.74 1.5 0.156 22.833 0.000 1.26 0.00 0.73 1.5 0.154 22.917 0.000 1.25 0.00 0.73 1.4 0.153 23.000 0.000 1.24 0.00 0.72 1.4 0.151 23.083 0.000 1.23 0.00 0.72 1.4 0.150 23.167 0.000 1.22 0.00 0.71 1.4 0.149 23.250 0.000 1.22 0.00 0.70 1.4 0.148 23.333 0.000 1.21 0.00 0.70 1.4 0.146 23.417 0.000 1.20 0.00 0.69 1.4 0.145 23.500 0.000 1.19 0.00 0.69 1.4 0.144 23.583 0.000 1.19 0.00 0.68 1.4 0.143 23.667 0.000 1.18 0.00 0.68 1.3 0.142 23.750 0.000 1.17 0.00 0.67 1.3 0.141 23.833 0.000 1.16 0.00 0.66 1.3 0.140 23.917 0.000 1.16 0.00 0.66 1.3 0.139 24.000 0.000 1.15 0.00 0.65 1.3 0.137 24.083 0.000 1.13 0.00 0.65 1.3 0.136 24.167 0.000 1.05 0.00 0.64 1.3 0.135 24.250 0.000 0.89 0.00 0.63 1.3 0.132 24.333 0.000 0.69 0.00 0.61 1.2 0.129 24.417 0.000 0.45 0.00 0.59 1.2 0.123 24.500 0.000 0.26 0.00 0.56 1.1 0.117 24.583 0.000 0.14 0.00 0.53 1.1 0.111 24.667 0.000 0.08 0.00 0.50 1.0 0.104 11/06/03 UH -14 PROPOSED HYDROLOGY 24.750 0.000 0.04 0.00 0.47 1.0 0.098 24.833 0.000 0.02 0.00 0.44 0.9 0.092 24.917 0.000 0.02 0.00 0.41 0.8 0.086 25.000 0.000 0.01 0.00 0.39 0.8 0.081 25.083 0.000 0.01 0.00 0.36 0.7 0.076 25.167 0.000 0.00 0.00 0.34 0.7 0.071 25.250 0.000 0.00 0.00 0.32 0.7 0.067 25.333 0.000 0.00 0.00 0.30 0.6 0.063 25.417 0.000 0.00 0.00 0.28 0.6 0.059 25.500 0.000 0.00 0.00 0.26 0.5 0.055 25.583 0.000 0.00 0.00 0.25 0.5 0.052 25.667 0.000 0.00 0.00 0.23 0.5 0.048 25.750 0.000 0.00 0.00 0.22 0.4 0.045 25.833 0.000 0.00 0.00 0.20 0.4 0.042 25.917 0.000 0.00 0.00 0.19 0.4 0.040 26.000 0.000 0.00 0.00 0.18 0.4 0.037 26.083 0.000 0.00 0.00 0.17 D.3 0.035 26.167 0.000 0.00 0.00 0.16 0.3 0.033 26.250 0.000 0.00 0.00 0.15 0.3 0.031 26.333 0.000 0.00 0.00 0.14 0.3 0.029 26.417 0.000 0.00 0.00 0.13 0.3 0.027 26.500 0.000 0.00 0.00 0.12 0.2 0.025 26.583 0.000 0.00 0.00 0.11 0.2 0.024 26.667 0.000 0.00 0.00 0.11 0.2 0.022 26.750 0.000 0.00 0.00 0.10 0.2 0.021 26.833 0.000 0.00 0.00 0.09 0.2 0.019 26.917 0.000 0.00 0.00 0.09 0.2 0.018 27.000 0.000 0.00 0.00 0.08 0.2 0.017 27.083 0.000 0.00 0.00 0.08 0.2 0.016 27.167 0.000 0.00 0.00 0.07 0.1 0.015 27.250 0.000 0.00 0.00 0.07 0.1 0.014 27.333 0.000 0.00 0.00 0.06 0.1 0.013 27.417 0.000 0.00 0.00 0.06 0.1 0.012 27.500 0.000 0.00 0.00 0.06 0.1 0.012 27.583 0.000 0.00 0.00 0.05 0.1 0.011 27.667 0.000 0.00 0.00 0.05 0.1 0.010 27.750 0.000 0.00 0.00 0.05 0.1 0.010 27.833 0.000 0.00 0.00 0.04 0.1 0.009 27.917 -- 0.000 0.00 0.00 0.04 0.1 0.008 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 5.367 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 5.367 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 11/06/03 UH -15 PROPOSED HYDROLOGY Qs UNIT HYDROGRAPH 11/06/03 UH -16 PROPOSED HYDROLOGY Project: TR 16363 NE OF CITRUS AVE AND WALNUT "Ell Date: 8/28/2003 685-1650 Engineer: MANUEL GONZALES Notes: Syr Developed Set #1 1st-24hr 2nd-24hr 1 Design Storm yr 5 2 Catchment Lag time hrs 0.32 3 Catchment Area acres 48.7 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 0.47 7 Low loss fraction, Y -bar 0.58 8 Watershed area -averaged 5 -minute point rainfall inches 0.33 Watershed area -averaged 30 -minute point rainfall inches 0.67 Watershed area -averaged 1 -hour point rainfall inches 0.88 Watershed area -averaged 3 -hour point rainfall inches 1.59 Watershed area -averaged 6 -hour point rainfall inches 2.30 Watershed area -averaged 24 -hour point rainfall inches 4.80 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.980 (Fig E-4) 30 -min 0.980 1 -hr 0.990 3 -hr 0.990 6 -hr 1.000 24 -hr 1.000 UH Input Q05.xls 9/6/2003 TR 16363 NE OF CITRUS AVE AND WALNUT AVENUE 5 -YR STORM - DEVELOPED CONDITION 685-1650 8/28/2003 Low Loss Fraction & Maximum Loss Rate 24.3 min from Rational Method Study Lag = Syr Developed Lag = 0.32 hr Set # 1 Cover Area Soil type Area CN -II CN -III A Areal (onsite) R1(3-4) 27.7 A 27.7 32 52 0.6 a2 (offsite) OpenBrsh 15.5 A 15.5 46 66 1 rO.34 11111F] rea3 (offsite dev) R1(2 0.9 A 0.9 32 52 0.7 rea4 (Future) (R1(3-4 4.6 A 4.6 32 52 0.6 P-24 4.80 in Return Period 5 AMC Type III Lag Time Tc = 24.3 min from Rational Method Study Lag = 19.44 min Lag = 0.32 hr 0.42 1 t -m= Est Vol = 8 ac -ft Low Loss Fraction,Y-bar = 0.58 UH Input Q05.xls 9/6/2003 F L 0 0 D R O U T I N G A.N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET,- SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 Q5 UNIT HYDROGRAPH * AND BASIN ROUTING * ************************************************************************** FILE NAME: P:\685-1650\Drainage\UHQ05.DAT TIME/DATE OF STUDY: 16:51 11/06/2003 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 48.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.320 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.470 LOW LOSS FRACTION = 0.580 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.33 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.67 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 0.88 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.59 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 2.30 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 4.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.980 30 -MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 0.990 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 26.042 UNIT HYDROGRAPH DETERMINATION 1 V06/03 UH -17 PROPOSED HYDROLOGY ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.572 9.256 2 8.065 38.245 3 22.451 84.729 4 41.662 113.142 5 63.212 126.927 6 79.350 95.047 7 88.790 55.596 8 94.038 30.909 9 96.928 17.024 10 98.232 7.677 11 98.721 2.879 12 99.209 2.876 13 99.684 2.795 14 99.921 1.398 15 100.000 0.466 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 10.6000 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 8.8754 ---------------------------------------------------------------------------- 11/06/03 UH -18 PROPOSED HYDROLOGY 2 4- H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VCLUME(AF) Q(CFS) 0. 15.0 30.0 45.0 60.0 ---------------------------------------------------------------------------- 0.083 0.0002 0.03 Q 0.167 0.0015 0.18 Q 0.250 0.0048 0.49 Q 0.333 0.0111 0.91 Q 0.417 0.0207 1.39 Q 0.500 0.0327 1.74 VQ 0.583 0.0462 1.96 VQ 0.667 0.0605 2.07 VQ 0.750 0.0752 2.14 VQ 0.833 0.0902 2.18 VQ 0.917 0.1053 2.19 VQ 1.000 0.1205 2.21 VQ 1.083 0.1359 2.23 VQ 1.167 0.1513 2.24 VQ 1.250 0.1667 2.24 VQ 1.333 0.1822 2.25 VQ 1.417 0.1978 2.26 VQ 1.500 0.2133 2.26 VQ 1.583 0.2290 2.27 Q 1.667 0.2446 2.27 Q 1.750 0.2603 2.28 Q 1.833 0.2761 2.29 Q 1.917 0.2918 2.29 Q 2.000 0.3077 2.30 Q 2.083 0.3235 2.30 Q 2.167 0.3395 2.31 Q 2.250 0.3554 2.32 Q 2.333 0.3714 2.32 Q 2.417 0.3875 2.33 Q 2.500 0.4036 2.34 Q 2.583 0.4197 2.34 Q 2.667 0.4359 2.35 Q 2.750 0.4521 2.36 QV 2.833 0.4684 2.36 QV 2.917 0.4847 2.37 QV 3.000 0.5011 2.38 QV 3.083 0.5175 2.38 QV 3.167 0.5340 2.39 QV 3.250 0.5505 2.40 QV 3.333 0.5671 2.41 QV 3.417 0.5837 2.41 QV 3.500 0.6003 2.42 QV 3.583 0.6171 2.43 QV 3.667 0.6338 2.43 QV 3.750 0.6507 2.44 QV 3.833 0.6675 2.45 Q V 3.917 0.6844 2.46 Q V 4.000 0.7014 2.47 Q V 4.083 0.7185 2.47 Q V 4.167 0.7355 2.48 Q V 4.250 0.7527 2.49 Q V 4.333 0.7699 2.50 Q V 4.417 0.7871 2.51 Q V 4.500 0.8044 2.51 Q V 4.583 0.8218 2.52 Q V 11/06/03 UH -19 PROPOSED HYDROLOGY 4.667 0.8392 4.750 0.8567 4.833 0.8743 4.917 0.8919 5.000 0.9095 5.083 0.9272 5.167 0.9450 5.250 0.9629 5.333 0.9808 5.417 0.9988 5.500 1.0168 5.583 1.0349 5.667 1.0531 5.750 1.0713 5.833 1.0896 5.917 1.1080 6.000 1.1264 6.083 1.1449 6.167 1.1635 6.250 1.1821 6.333 1.2009 6.417 1.2197 6.500 1.2385 6.583 1.2575 6.667 1.2765 6.750 1.2956 6.833 1.3148 6.917 1.3340 7.000 1.3534 7.083 1.3728 7.167 1.3923 7.250 1.4119 7.333 1.4315 7.417 1.4513 7.500 1.4711 7.583 1.4910 7.667 1.5110 7.750 1.5311 7.833 1.5513 7.917 1.5716 8.000 1.5920 8.083 1.6125 8.167 1.6331 8.250 1.6537 8.333 1.6745 8.417 1.6954 8.500 1.7163 8.583 1.7374 8.667 1.7586 8.750 1.7799 8.833 1.8013 8.917 1.8228 9.000 1.8445 9.083 1.8662 9.167 1.8881 9.250 1.9100 9.333 1.9322 9.417 1.9544 9.500 1.9767 9.583 1.9992 9.667 2.0218 9.750 2.0446 9.833 2.0674 9.917 2.0904 10.000 2.1136 10.083 2.1369 10.167 2.1603 11/06/03 2.53 Q V 2.54 Q V 2.55 Q V 2.56 Q V 2.56 Q V 2.57 Q V 2.58 Q V 2.59 Q V 2.60 Q V 2.61 Q V 2.62 Q V 2.63 Q V 2.64 Q V 2.65 Q V 2.66 Q V 2.67 Q V 2.68 Q V 2.69 Q V 2.70 Q V 2.71 Q V 2.72 Q V 2.73 Q V 2.74 Q V 2.75 Q V 2.76 Q V 2.77 Q V 2.78 Q V 2.80 Q V 2.81 Q V 2.82 Q V 2.83 Q V. 2.84 Q v 2.86 Q V 2.87 Q V 2.88 Q V 2.89 Q V 2.91 Q V 2.92 Q V 2.93 Q V 2.95 Q V 2.96 Q V 2.97 Q V 2.99 Q V 3.00 Q V 3.02 Q V 3.03 Q V 3.05 Q V 3.06 Q V 3.08 Q v 3.09 Q v 3.11 Q V . 3.12 Q V . 3.14 Q V . 3.16 Q V . 3.17 Q v . 3.19 Q V . 3.21 Q V . 3.23 Q v 3.25 Q v 3.26 Q v. 3.28 Q v . 3.30 Q v . 3.32 Q v . 3.34 Q V. 3.36 Q V. 3.38 Q v . 3.40 Q v. UH -20 PROPOSED HYDROLOGY 10.250 2.1839 3.43 Q V. 10.333 2.2077 3.45 Q V. 10.417 2.2316 3.47 Q V 10.500 2.2556 3.49 Q V 10.583 2.2798 3.52 Q V 10.667 2.3042 3.54 Q V 10.750 2.3288 3.56 Q V 10.833 2.3535 3.59 Q V 10.917 2.3784 3.61 Q V 11.000 2.4035 3.64 Q V 11.083 2.4287 3.67 Q V 11.167 2.4542 3.69 Q V 11.250 2.4798 3.72 Q v 11.333 2.5056 3.75 Q v 11.417 2.5317 3.78 Q V 11.500 2.5579 3.81 Q V 11.583 2.5844 3.84 Q V 11.667 2.6111 3.87 Q V 11.750 2.6380 3.91 Q V 11.833 2.6651 3.94 Q V 11.917 2.6924 3.97 Q V 12.000 2.7201 4.01 Q V 12.083 2.7479 4.05 Q V 12.167 2.7761 4.09 Q V 12.250 2.8047 4.15 Q V 12.333 2.8337 4.21 Q V 12.417 2.8632 4.28 Q V 12.500 2.8931 4.34 Q V 12.583 2.9234 4.40 Q V 12.667 2.9540 4.45 Q V 12.750 2.9850 4.50 Q V 12.833 3.0164 4.55 Q V 12.917 3.0480 4.60 Q V 13.000 3.0801 4.65 Q V 13.083 3.1125 4.70 Q V 13.167 3.1452 4.76 Q V 13.250 3.1784 4.82 Q V 13.333 3.2120 4.87 Q V 13.417 3.2460 4.94 Q V 13.500 3.2804 5.00 Q V 13.583 3.3153 5.07 Q V 13.667 3.3507 5.14 Q V 13.750 3.3865 5.21 Q V 13.833 3.4229 5.28 Q V 13.917 3.4599 5.36 Q V 14.000 3.4974 5.45 Q V 14.083 3.5355 5.53 Q V 14.167 3.5742 5.62 Q V 14.250 3.6135 5.71 Q V 14.333 3.6534 5.79 Q V 14.417 3.6939 5.88 Q V 14.500 3.7351 5.99 Q V 14.583 3.7772 6.10 Q V 14.667 3.8201 6.23 Q V 14.750 3.8640 6.37 Q V 14.833 3.9089 6.53 Q V 14.917 3.9551 6.70 Q V 15.000 4.0024 6.88 Q V . 15.083 4.0512 7.08 Q V . 15.167 4.1015 7.30 Q V . 15.250 4.1534 7.55 Q V . 15.333 4.2073 7.82 Q V . 15.417 4.2630 8.09 Q V. 15.500 4.3201 8.29 Q V. 15.583 4.3777 8.36 Q V. 15.667 4.4354 8.39 Q V. 15.750 4.4937 8.46 Q V 11/06/03 UH -21 PROPOSED HYDROLOGY 15.833 4.5542 8.79 Q v 15.917 4.6199 9.55 Q v 16.000 4.6965 11.12 Q v 16.083 4.8079 16.17 Q v 16.167 4.9924 26.80 Q v 16.250 5.2739 40.88 v Q 16.333 5.6095 48.73 v Q 16.417 5.9561 50.32 v Q 16.500 6.2277 39.44 Q v 16.58 6.4137 27.01 Q v 16.667 6.5440 18.92 Q V. 16.750 6.6413 14.12 Q. V. 16.833 6.7161 10.86 Q v 16.917 6.7781 9.01 Q v 17.000 6.8365 8.47 Q v 17.083 6.8912 7.95 Q v 1"7.167 6.9406 7.16 Q v 17.250 6.9858 6.57 Q v 17.333 7.0283 6.17 Q v 17.417 7.0692 5.94 Q v 17.500 7.1086 5.73 Q v 17.583 7.1468 5.54 Q v 17.667 7.1838 5.37 Q v 17.750 7.2197 5.21 Q v 17.833 7.2546 5.07 Q v 17.917 7.2886 4.94 Q v 18.000 7.3218 4.82 Q v 18.083 7.3542 4.70 Q v 18.167 7.3858 4.59 Q v 18.250 7.4166 4.47 Q v 18.333 7.4467 4.36 Q v 18.417 7.4759 4.25 Q v 18.500 7.5044 4.14 Q v 18.563 7.5324 4.06 Q v 18.667 7.5598 3.98 Q v 18.750 7.5867 3.91 Q v 18.833 7.6132 3.84 Q v 18.917 7.6392 3.78 Q v 19.000 7.6648 3.72 Q v 19.083 7.6901 3.67 Q v 19.167 7.7149 3.61 Q v 19.250 7.7395 3.56 Q v 19.333 7.7637 3.51 Q v 19.417 7.7876 3.47 Q v 19.500 7.8111 3.42 Q v 19.583 7.8344 3.38 Q v 19.667 7.8574 3.34 Q v 19.750 7.8801 3.30 Q v 19.833 7.9026 3.26 Q v 19.917 7.9248 3.22 Q v 20.000 7.9468 3.19 Q v 20.083 7.9685 3.16 Q v 20.167 7.9900 3.12 Q v 20.250 8.0113 3.09 Q v 20.333 8.0323 3.06 Q v 20.417 8.0532 3.03 Q v 20.500 8.0739 3.00 Q v 20.583 8.0943 2.97 Q v 20.667 8.1146 2.94 Q v 20.750 8.1347 2.92 Q v 20.833 8.1546 2.89 Q v 20.917 8.1743 2.87 Q v 21.000 8.1939 2.84 Q v 21.083 8.2133 2.82 Q v ^' 21.167 8.2325 2.79 Q v 21.250 8.2516 2.77 Q v 21.333 8.2705 2.75 Q v 11/06/03 UH -22 PROPOSED HYDROLOGY 21.417 8.2893 2.73 Q V 21.500 8.3080 2.71 Q V 21.583 8.3265 2.69 Q V 21.667 8.3448 2.67 Q V 21.750 8.3630 2.65 Q V 21.833 8.3811 2.63 Q V 21.917 8.3991 2.61 Q V 22.000 8.4169 2.59 Q V 22.083 8.4346 2.57 Q V 22.167 8.4522 2.55 Q V 22.250 8.4697 2.54 Q V 22.333 8.4871 2.52 Q V 22.417 8.5043 2.50 Q V 22.500 8.5214 2.49 Q V 22.583 8.5385 2.47 Q V 22.667 8.5554 2.46 Q V 22.750 8.5722 2.44 Q V 22.833 8.5889 2.43 Q V 22.917 8.6055 2.41 Q V 23.000 8.6220 2.40 Q V 23.083 8.6384 2.38 Q V 23.167 8.6547 2.37 Q V. 23.250 8.6709 2.36 Q V. 23.333 8.6871 2.34 Q V. 23.417 8.7031 2.33 Q V. 23.500 8.7191 2.32 Q V. 23.583 8.7349 2.30 Q V. 23.667 8.7507 2.29 Q V. 23.750 8.7664 2.28 Q V. 23.833 8.7820 2.27 Q V. 23.917 8.7975 2.25 Q V. 24.000 8.8130 2.24 Q V. 24.083 8.8281 2.20 Q V. 24.167 8.8422 2.04 Q V. 24.250 8.8540 1.72 Q V. 24.333 8.8629 1.29 Q V. 24.417 8.8685 0.81 Q V. 24.500 8.8717 0.46 Q V. 24.583 8.8734 0.25 Q V. ' 24.667 8.8743 0.13 Q V. 24.750 8.8747 0.07 Q V. 24.833 8.8750 0.04 Q V. 24.917 8.8752 0.03 Q V. 25.000 8.8753 0.02 Q V. 25.083 8.8754 0.01 Q V. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) I I V depth ----------- _effective (and volume) I I I I I I I....V........ I detention 1<-->I outflow I basin I I•••••••• ----------- I I \ I dead I basin outlet V storage I OUTFLOW --------- 11/06/03 UH-23 PROPOSED HYDROLOGY (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 1.98 0.210 3 2.00 5.61 0.450 4 2.20 7.93 0.500 5 2.50 14.78 0.580 6 3.00 24.42 0.730 7 4.00 34.53 1.040 8 5.00 42.29 1.410 9 6.00 48.84 1.820 10 7.00 54.60 2.280 11 8.00 59.81 2.810 12 9.00 64.61 3.400 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK TIME DEAD -STORAGE (HRS) FILLED(AF) ------------------------------ 0.083 0.000 0.167 0.000 0.250 0.000 0.333 0.000 0.417 0.000 0.500 0.000 0.583 0.000 0.667 0.000 0.750 0.000 0.833 0.000 0.917 0.000 1.000 0.000 1.083 0.000 1.167 0.000 1.250 0.000 1.333 0.000 1.417 0.000 1.500 0.000 1.583 0.000 1.667 0.000 1.750 0.000 1.833 0.000 1.917 0.000 2.000 0.000 2.083 0.000 2.167 0.000 2.250 0.000 11/06/03 UH -24 PROPOSED HYDROLOGY MEAN INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) -------------------------------------------- 0.03 0.00 0.00 0.0 0.000 0.18 0.00 0.01 0.0 0.001 0.49 0.00 0.02 0.0 0.005 0.91 0.00 0.05 0.1 0.010 1.39 0.00 0.09 0.1 0.019 1.74 0.00 0.14 0.2 0.029 1.96 0.00 0.19 0.3 0.041 2.07 0.00 0.25 0.4 0.052 2.14 0.00 0.30 0.5 0.063 2.18 0.00 0.35 0.6 0.074 2.19 0.00 0.40 0.7 0.084 2.21 0.00 0.44 0.8 0.093 2.23 0.00 0.49 0.9 0.102 2.24 0.00 0.53 1.0 0.111 2.24 0.00 0.56 1.1 0.119 2.25 0.00 0.60 1.2 0.126 2.26 0.00 0.63 1.2 0.133 2.26 0.00 0.67 1.3 0.140 2.27 0.00 0.70 1.3 0.146 2.27 0.00 0.72 1.4 0.152 2.28 0.00 0.75 1.5 0.158 2.29 0.00 0.78 1.5 0.163 2.29 0.00 0.80 1.6 0.168 2.30 0.00 0.82 1.6 0.173 2.30 0.00 0.84 1.7 0.177 2.31 0.00 0.87 1.7 0.182 2.32 0.00 0.88 1.7 0.186 11/06/03 UH -24 PROPOSED HYDROLOGY 2.333 0.000 2.32 0.00 0.90 1.8 0.190 2.417 0.000 2.33 0.00 0.92 1.8 0.193 2.500 0.000 2.34 0.00 0.94 1.8 0.197 2.583 0.000 2.34 0.00 0.95 1.9 0.200 2.667 0.000 2.35 0.00 0.97 1.9 0.203 2.750 0.000 2.36 0.00 0.98 1.9 0.206 2.833 0.000 2.36 0.00 0.99 2.0 0.209 2.917 0.000 2.37 0.00 1.01 2.0 0.211 3.000 0.000 2.38 0.00 1.02 2.0 0.214 3.083 0.000 2.38 0.00 1.03 2.1 0.216 3.167 0.000 2.39 0.00 1.03 2.1 0.218 3.250 0.000 2.40 0.00 1.04 2.1 0.220 3.333 0.000 2.41 0.00 1.05 2.1 0.222 3.417 0.000 2.41 0.00 1.06 2.2 0.224 3.500 0.000 2.42 0.00 1.06 2.2 0.225 3.583 0.000 2.43 0.00 1.07 2.2 0.227 3.667 0.000 2.43 0.00 1.07 2.2 0.228 3.750 0.000 2.44 0.00 1.08 2.3 0.229 3.833 0.000 2.45 0.00 1.08 2.3 0.230 3.917 0.000 2.46 0.00 1.09 2.3 0.231 4.000 0.000 2.47 0.00 1.09 2.3 0.232 4.083 0.000 2.47 0.00 1.10 2.3 0.233 4.167 0.000 2.48 0.00 1.10 2.3 0.234 4.250 0.000 2.49 0.00 1.11 2.4 0.235 4.333 0.000 2.50 0.00 1.11 2.4 0.236 4.417 0.000 2.51 0.00 1.11 2.4 0.237 4.500 0.000 2.51 0.00 1.12 2.4 0.238 4.583 0.000 2.52 0.00 1.12 2.4 0.239 4.667 0.000 2.53 0.00 1.12 2.4 0.239 4.750 0.000 2.54 0.00 1.13 2.4 0.240 4.833 0.000 2.55 0.00 1.13 2.4 0.241 4.917 0.000 2.56 0.00 1.13 2.5 0.242 5.000 0.000 2.56 0.00 1.13 2.5 0.242 5.083 0.000 2.57 0.00 1.14 2.5 0.243 5.167 0.000 2.58 0.00 1.14 2.5 0.244 5.'250 0.000 2.59 0.00 1.14 2.5 0.244 5.333 0.000 2.60 0.00 1.15 2.5 0.245 5.417 0.000 2.61 0.00 1.15 2.5 0.246 5.500 0.000 2.62 0.00 1.15 2.5 0.246 5.583 0.000 2.63 0.00 1.15 2.5 0.247 5.667 0.000 2.64 0.00 1.16 2.5 0.248 5.750 0.000 2.65 0.00 1.16 2.6 0.248 5.833 0.000 2.66 0.00 1.16 2.6 0.249 5.917 0.000 2.67 0.00 1.16 2.6 0.250 6.000 0.000 2.68 0.00 1.17 2.6 0.250 6.083 0.000 2.69 0.00 1.17 2.6 0.251 6.167 0.000 2.70 0.00 1.17 2.6 0.251 6.250 0.000 2.71 0.00 1.18 2.6 0.252 6.333 0.000 2.72 0.00 1.18 2.6 0.253 6.417 0.000 2.73 0.00 1.18 2.6 0.253 6.500 0.000 2.74 0.00 1.18 2.6 0.254 6.583 0.000 2.75 0.00 1.19 2.7 0.255 6.667 0.000 2.76 0.00 1.19 2.7 0.256 6.750 0.000 2.77 0.00 1.19 2.7 0.256 6.833 0.000 2.78 0.00 1.20 2.7 0.257 6.917 0.000 2.80 0.00 1.20 2.7 0.258 7.000 0.000 2.81 0.00 1.20 2.7 0.258 7.083 0.000 2.82 0.00 1.20 2.7 0.259 7.167 0.000 2.83 0.00 1.21 2.7 0.260 7.250 0.000 2.84 0.00 1.21 2.7 0.260 7.333 0.000 2.86 0.00 1.21 2.7 0.261 7.417 0.000 2.87 0.00 1.22 2.8 0.262 7.500 0.000 2.88 0.00 1.22 2.8 0.263 7.583 0.000 2.89 0.00 1.22 2.8 0.263 7.667 0.000 2.91 0.00 1.23 2.8 0.264 7.750 0.000 2.92 0.00 1.23 2.8 0.265 7.833 0.000 2.93 0.00 1.23 2.8 0.266 11/06/03 UH -25 PROPOSED HYDROLOGY 7.917 0.000 2.95 0.00 1.24 2.8 0.267 8.000 0.000 2.96 0.00 1.24 2.8 0.267 8.083 0.000 2.97 0.00 1.24 2.9 0.268 8.167 0.000 2.99 0.00 1.25 2.9 0.269 8.250 0.000 3.00 0.00 1.25 2.9 0.270 8.333 0.000 3.02 0.00 1.25 2.9 0.271 8.417 0.000 3.03 0.00 1.26 2.9 0.272 8.500 0.000 3.05 0.00 1.26 2.9 0.272 8.583 0.000 3.06 0.00 1.26 2.9 0.273 8.667 0.000 3.08 0.00 1.27 2.9 0.274 8.750 0.000 3.09 0.00 1.27 3.0 0.275 8.833 0.000 3.11 0.00 1.28 3.0 0.276 8.917 0.000 3.12 0.00 1.28 3.0 0.277 9.000 0.000 3.14 0.00 1.28 3.0 0.278 9.083 0.000 3.16 0.00 1.29 3.0 0.279 9.167 0.000 3.17 0.00 1.29 3.0 0.280 9.250 0.000 3.19 0.00 1.30 3.0 0.281 9.333 0.000 3.21 0.00 1.30 3.1 0.282 9.417 0.000 3.23 0.00 1.30 3.1 0.283 9.500 0.000 3.25 0.00 1.31 3.1 0.284 9.583 0.000 3.26 0.00 1.31 3.1 0.285 9.667 0.000 3.28 0.00 1.32 3.1 0.286 9.750 0.000 3.30 0.00 1.32 3.1 0.287 9.833 0.000 3.32 0.00 1.33 3.2 0.288 9.917 0.000 3.34 0.00 1.33 3.2 0.290 10.000 0.000 3.36 0.00 1.34 3.2 0.291 10.083 0.000 3.38 0.00 1.34 3.2 0.292 10.167 0.000 3.40 0.00 1.35 3.2 0.293 10.250 0.000 3.43 0.00 1.35 3.2 0.294 10.333 0.000 3.45 0.00 1.36 3.3 0.296 10.417 0.000 3.47 0.00 1.36 3.3 0.297 10.500 0.000 3.49 0.00 1.37 3.3 0.298 10.563 0.000 3.52 0.00 1.37 3.3 0.300 10.667 0.000 3.54 0.00 1.38 3.3 0.301 10.750 0.000 3.56 0.00 1.38 3.4 0.302 10.833 0.000 3.59 0.00 1.39 3.4 0.304 10.917 0.000 3.61 0.00 1.40 3.4 0.305 11.000 0.000 3.64 0.00 1.40 3.4 0.307 11.083 0.000 3.67 0.00 1.41 3.5 0.308 11.167 0.000 3.69 0.00 1.41 3.5 0.310 11.250 0.000 3.72 0.00 1.42 3.5 0.311 11.333 0.000 3.75 0.00 1.43 3.5 0.313 11.417 0.000 3.78 0.00 1.43 3.5 0.314 11.500 0.000 3.81 0.00 1.44 3.6 0.316 11.583 0.000 3.84 0.00 1.45 3.6 0.318 11.667 0.000 3.87 0.00 1.46 3.6 0.319 11.750 0.000 3.91 0.00 1.46 3.6 0.321 11.833 0.000 3.94 0.00 1.47 3.7 0.323 11.917 0.000 3.97 0.00 1.48 3.7 0.325 12.000 0.000 4.01 0.00 1.49 3.7 0.327 12.083 0.000 4.05 0.00 1.49 3.8 0.329 12.167 0.000 4.09 0.00 1.50 3.8 0.331 12.250 0.000 4.15 0.00 1.51 3.8 0.333 12.333 0.000 4.21 0.00 1.52 3.9 0.335 12.417 0.000 4.28 0.00 1.53 3.9 0.338 12.500 0.000 4.34 0.00 1.55 3.9 0.341 12.583 0.000 4.40 0.00 1.56 4.0 0.344 12.667 0.000 4.45 0.00 1.57 4.0 0.347 12.750 0.000 4.50 0.00 1.58 4.1 0.350 12.833 0.000 4.55 0.00 1.59 4.1 0.353 12.917 0.000 4.60 0.00 1.61 4.2 0.356 13.000 0.000 4.65 0.00 1.62 4.2 0.359 13.083 0.000 4.70 0.00 1.63 4.3 0.362 13.167 0.000 4.76 0.00 1.65 4.3 0.365 13.250 0.000 4.82 0.00 1.66 4.3 0.368 13.333 0.000 4.87 0.00 1.67 4.4 0.371 13.417 0.000 4.94 0.00 1.69 4.4 0.375 11/06/03 UH -26 PROPOSED HYDROLOGY 13.500 0.000 5.00 0.00 1.70 4.5 0.378 13.583 0.000 5.07 0.00 1.72 4.6 0.382 13.667 0.000 5.14 0.00 1.73 4.6 0.385 13.750 0.000 5.21 0.00 1.75 4.7 0.389 13.833 0.000 5.28 0.00 1.76 4.7 0.393 13.917 0.000 5.36 0.00 1.78 4.8 0.397 14.000 0.000 5.45 0.00 1.80 4.8 0.401 14.083 0.000 5.53 0.00 1.82 4.9 0.406 14.167 0.000 5.62 0.00 1.83 5.0 0.410 14.250 0.000 5.71 0.00 1.85 5.0 0.415 14.333 0.000 5.79 0.00 1.87 5.1 0.419 14.417 0.000 5.88 0.00 1.89 5.2 0.424 14.500 0.000 5.99 0.00 1.91 5.3 0.429 14.583 0.000 6.10 0.00 1.94 5.3 0.434 14.667 0.000 6.23 0.00 1.96 5.4 0.440 14.750 0.000 6.37 0.00 1.98 5.5 0.446 14.833 0.000 6.53 0.00 2.01 5.6 0.452 14.917 0.000 6.70 0.00 2.03 5.8 0.458 15.000 0.000 6.88 0.00 2.05 6.1 0.463 15.083 0.000 7.08 0.00 2.07 6.3 0.468 15.167 0.000 7.30 0.00 2.09 6.6 0.473 15.250 0.000 7.55 0.00 2.11 6.8 0.478 15.333 0.000 7.82 0.00 2.13 7.1 0.484 15.417 0.000 8.09 0.00 2.16 7.3 0.489 15.500 0.000 8.29 0.00 2.18 7.5 0.494 15.583 0.000 8.36 0.00 2.19 7.8 0.498 15.667 0.000 8.39 0.00 2.21 8.0 0.501 15.750 0.000 8.46 0.00 2.21 8.1 0.504 15.833 0.000 8.79 0.00 2.22 8.4 0.507 15.917 0.000 9.55 0.00 2.25 8.7 0.512 16.000 0.000 11.12 0.00 2.29 9.5 0.524 16.083 0.000 16.17 0.00 2.41 11.4 0.557 16.167 0.000 26.80 0.00 2.68 15.5 0.634 16.250 0.000 40.88 0.00 3.11 21.9 0.765 16.333 0.000 48.73 0.00 3.58 27.9 0.908 16.417 0.000 50.32 0.00 3.98 32.3 1.033 16.500 0.000 39.44 0.00 4.07 34.7 1.065 16.583 0.000 27.01 0.00 3.92 34.4 1.015 16.667 0.000 18.92 0.00 3.62 32.2 0.923 16.750 0.000 14.12 0.00 3.29 29.0 0.820 16.833 0.000 10.86 0.00 2.96 25.5 0.719 16.917 0.000 9.01 0.00 2.69 21.1 0.636 17.000 0.000 8.47 0.00 2.50 16.6 0.580 17.083 0.000 7.95 0.00 2.36 13.2 0.544 17.167 0.000 7.16 0.00 2.27 10.7 0.520 17.250 0.000 6.57 0.00 2.21 8.9 0.504 17.333 0.000 6.17 0.00 2.17 7.9 0.492 17.417 0.000 5.94 0.00 2.13 7.3 0.482 17.500 0.000 5.73 0.00 2.10 6.9 0.474 17.583 0.000 5.54 0.00 2.07 6.6 0.467 17.667 0.000 5.37 0.00 2.04 6.3 0.461 17.750 0.000 5.21 0.00 2.02 6.0 0.456 17.833 0.000 5.07 0.00 2.00 5.8 0.451 17.917 0.000 4.94 0.00 1.98 5.6 0.446 18.000 0.000 4.82 0.00 1.96 5.5 0.441 18.083 0.000 4.70 0.00 1.94 5.4 0.436 18.167 0.000 4.59 0.00 1.92 5.4 0.431 18.250 0.000 4.47 0.00 1.90 5.3 0.425 18.333 0.000 4.36 0.00 1.87 5.2 0.420 18.417 0.000 4.25 0.00 1.85 5.1 0.414 18.500 0.000 4.14 0.00 1.82 5.0 0.408 18.583 0.000 4.06 0.00 1.80 4.9 0.402 18.667 0.000 3.98 0.00 1.77 4.8 0.396 18.750 0.000 3.91 0.00 1.75 4.7 0.390 18.833 0.000 3.84 0.00 1.73 4.7 0.384 18.917 0.000 3.78 0.00 1.70 4.6 0.379 19.000 0.000 3.72 0.00 1.68 4.5 0.374 11/06/03 UH -27 PROPOSED HYDROLOGY 19.083 0.000 3.67 0.00 1.66 4.4 0.368 19.167 0.000 3.61 0.00 1.64 4.3 0.363 19.250 0.000 3.56 0.00 1.62 4.3 0.359 19.333 0.000 3.51 0.00 1.60 4.2 0.354 19.417 0.000 3.47 0.00 1.58 4.1 0.349 19.500 0.000 3.42 0.00 1.56 4.1 0.345 19.583 0.000 3.38 0.00 1.55 4.0 0.341 19.667 0.000 3.34 0.00 1.53 3.9 0.337 19.750 0.000 3.30 0.00 1.51 3.9 0.333 19.833 0.000 3.26 0.00 1.50 3.8 0.329 19.917 0.000 3.22 0.00 1.48 3.8 0.325 20.000 0.000 3.19 0.00 1.47 3.7 0.322 20.083 0.000 3.16 0.00 1.45 3.6 0.319 20.167 0.000 3.12 0.00 1.44 3.6 0.315 20.250 0.000 3.09 0.00 1.43 3.5 0.312 20.333 0.000 3.06 0.00 1.41 3.5 0.309 20.417 0.000 3.03 0.00 1.40 3.5 0.306 20.500 0.000 3.00 0.00 1.39 3.4 0.303 20.583 0.000 2.97 0.00 1.38 3.4 0.301 20.667 0.000 2.94 0.00 1.37 3.3 0.298 20.750 0.000 2.92 0.00 1.36 3.3 0.295 20.833 0.000 2.89 0.00 1.35 3.3 0.293 20.917 0.000 2.87 0.00 1.34 3.2 0.290 21.000 0.000 2.84 0.00 1.33 3.2 0.288 21.083 0.000 2.82 0.00 1.32 3.1 0.286 21.167 0.000 2.79 0.00 1.31 3.1 0.284 21.250 0.000 2.77 0.00 1.30 3.1 0.282 21.333 0.000 2.75 0.00 1.29 3.0 0.279 21.417 0.000 2.73 0.00 1.28 3.0 0.278 21.500 0.000 2.71 0.00 1.27 3.0 0.276 21.583 0.000 2.69 0.00 1.27 3.0 0.274 21.667 0.000 2.67 0.00 1.26 2.9 0.272 21.750 0.000 2.65 0.00 1.25 2.9 0.270 21.833 0.000 2.63 0.00 1.24 2.9 0.268 21.917 0.000 2.61 0.00 1.24 2.9 0.267 22.000 0.000 2.59 0.00 1.23 2.8 0.265 22.083 0.000 2.57 0.00 1.22 2.8 0.264 22.167 0.000 2.55 0.00 1.22 2.8 0.262 22.250 0.000 2.54 0.00 1.21 2.8 0.260 22.333 0.000 2.52 0.00 1.20 2.7 0.259 22.417 0.000 2.50 0.00 1.20 2.7 0.258 22.500 0.000 2.49 0.00 1.19 2.7 0.256 22.583 0.000 2.47 0.00 1.19 2.7 0.255 22.667 0.000 2.46 0.00 1.18 2.6 0.254 22.750 0.000 2.44 0.00 1.18 2.6 0.252 22.833 0.000 2.43 0.00 1.17 2.6 0.251 22.917 0.000 2.41 0.00 1.17 2.6 0.250 23.000 0.000 2.40 0.00 1.16 2.6 0.249 23.083 0.000 2.38 0.00 1.16 2.6 0.247 23.167 0.000 2.37 0.00 1.15 2.5 0.246 23.250 0.000 2.36 0.00 1.15 2.5 0.245 23.333 0.000 2.34 0.00 1.14 2.5 0.244 23.417 0.000 2.33 0.00 1.14 2.5 0.243 23.500 0.000 2.32 0.00 1.13 2.5 0.242 23.583 0.000 2.30 0.00 1.13 2.5 0.241 23.667 0.000 2.29 0.00 1.12 2.4 0.240 23.750 0.000 2.28 0.00 1.12 2.4 0.239 23.833 0.000 2.27 0.00 1.12 2.4 0.238 23.917 0.000 2.25 0.00 1.11 2.4 0.237 24.000 0.000 2.24 0.00 1.11 2.4 0.236 24.083 0.000 2.20 0.00 1.10 2.4 0.235 24.167 0.000 2.04 0.00 1.09 2.3 0.233 24.250 0.000 1.72 0.00 1.08 2.3 0.229 24.333 0.000 1.29 0.00 1.05 2.2 0.222 ,m 24.417 0.000 0.81 0.00 1.01 2.1 0.214 24.500 0.000 0.46 0.00 0.97 2.0 0.203 24.583 0.000 0.25 0.00 0.91 1.9 0.192 11/06/03 UH -28 PROPOSED HYDROLOGY END OF FLOODSCx ROUTING ANALYSIS 11/06/03 UH -29 PROPOSED HYDROLOGY 24.667 0.000 0.13 0.00 0.86 1.8 0.181 24.750 0.000 0.07 0.00 0.81 1.7 0.170 24.833 0.000 0.04 0.00 0.76 1.6 0.159 24.917 0.000 0.03 0.00 0.71 1.5 0.150 25.000 0.000 0.02 0.00 0.67 1.4 0.140 25.083 0.000 0.01 0.00 0.63 1.3 0.132 25.167 0.000 0.00 0.00 0.59 1.2 0.123 25.250 0.000 0.00 0.00 0.55 1.1 0.116 25.333 0.000 0.00 0.00 0.52 1.1 0.108 25.417 0.000 0.00 0.00 0.48 1.0 0.101 25.500 0.000 0.00 0.00 0.45 0.9 0.095 25.583 0.000 0.00 0.00 0.42 0.9 0.089 25.667 0.000 0.00 0.00 0.40 0.8 0.083 25.750 0.000 0.00 0.00 0.37 0.8 0.078 25.833 0.000 0.00 0.00 0.35 0.7 0.073 25.917 0.000 0.00 0.00 0.33 0.7 0.069 26.000 0.000 0.00 0.00 0.31 0.6 0.064 26.083 0.000 0.00 0.00 0.29 0.6 0.060 26.167 0.000 0.00 0.00 0.27 0.6 0.057 26.250 0.000 0.00 0.00 0.25 0.5 0.053 26.333 0.000 0.00 0.00 0.24 0.5 0.050 26.417 0.000 0.00 0.00 0.22 0.5 0.047 26.500 0.000 0.00 0.00 0.21 0.4 0.044 26.583 0.000 0.00 0.00 0.19 0.4 0.041 26.667 0.000 0.00 0.00 0.18 0.4 0.038 26.750 0.000 0.00 0.00 0.17 0.3 0.036 26.833 0.000 0.00 0.00 0.16 0.3 0.034 26.917 0.000 0.00 0.00 0.15 0.3 0.032 27.000 0.000 0.00 0.00 0.14 0.3 0.030 27.083 0.000 0.00 0.00 0.13 0.3 0.028 27.167 0.000 0.00 0.00 0.12 0.3 0.026 27.250 0.000 0.00 0.00 0.12 0.2 0.024 27.333 0.000 0.00 0.00 0.11 0.2 0.023 27.417 0.000 0.00 0.00 0.10 0.2 0.021 27.500 0.000 0.00 0.00 0.10 0.2 0.020 27.583 0.000 0.00 0.00 0.09 0.2 0.019 27.667 0.000 0.00 0.00 0.08 0.2 0.018 27.750 0.000 0.00 0.00 0.08 0.2 0.016 27.833 0.000 0.00 0.00 0.07 0.2 0.015 ' 27.917 0.000 0.00 0.00 0.07 0.1 0.014 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 8.875 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 8.875 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 11/06/03 UH -29 PROPOSED HYDROLOGY UNIT HYDROGRAPH 11/06/03 UH -30 PROPOSED HYDROLOGY Project: TR 16363 NE OF CITRUS AVE AND WALNUT AVE[ Date: 8/28/2003 685-1650 Engineer: MANUEL GONZALES Notes: 10yr Developed Set #1 1 st-24hr 2nd-24hr 1 Design Storm yr 10 2 Catchment Lag time hrs 0.32 3 Catchment Area acres 48.7 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 0.47 7 Low loss fraction, Y -bar 0.53 8 Watershed area -averaged 5 -minute point rainfall inches 0.38 Watershed area -averaged 30 -minute point rainfall inches 0.78 Watershed area -averaged 1 -hour point rainfall inches 1.03 Watershed area -averaged 3 -hour point rainfall inches 1.86 Watershed area -averaged 6 -hour point rainfall inches 2.70 Watershed area -averaged 24 -hour point rainfall inches 5.80 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.980 (Fig E-4) 30 -min 0.980 1 -hr 0.990 3 -hr 0.990 6 -hr 1.000 24 -hr 1.000 UH Input Q10.xls 9/6/2003 ,,�1Q, rlil C L TR 16363 NE OF CITRUS AVE AND WALNUT AVENUE 10 -YR STORM - DEVELOPED CONDITION 685-1650 4/10/2003 Low Loss Fraction & Maximum Loss Rate 10yr Developed Set # 1 Cover Area Soil type Area CN -II CN -III A % Fp F.0-6 Areal (onsite) R1(3-4) 27.7 A 27.7 32 52 0.6 0.34 0.74 Area2 (offsite) OpenBrshFair 15.5 A 15.5 46 66 1 0.32 0.54 Area3 (offsite dev) R1(2) 0.9 A 0.9 32 52 0.7 0.01 0.74 Area4 (Future) (R1(3-4) 4.6 A 4.6 32 52 0.6 0.06 0.74 Lag Time 48.7 48.7 - Y= 0.47 P-24 5.80 in Est Vol = 11 ac -ft Low Loss Fraction,Y-bar = 0.53 Return Period 10 AMC Type III Tc = 24.2 min from Rational Method Study Lag = 19.36 min Lag = 0.32 hr UH Input Q10.xls 8/28/2003 F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 Q10 UNIT HYDROGRAPH * AND BASIN ROUTING * ************************************************************************** FILE NAME: P:\685-1650\Drainage\UHQ10.DAT TIME/DATE OF STUDY: 16:42 11/06/2003 * **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 48.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.320 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.470 LOW LOSS FRACTION = 0.530 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.38 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.78 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.03 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.86 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 2.70 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 5.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.980 30 -MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 0.990 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 26.042 11/06/03 UH -31 PROPOSED HYDROLOGY UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.572 9.256 2 8.065 38.245 3 22.451 84.729 4 41.662 113.142 5 63.212 126.927 6 79.350 95.047 7 88.790 55.596 8 94.038 30.909 9 96.928 17.024 10 98.232 7.677 11 98.721 2.879 12 99.209 2.876 13 99.684 2.795 14 99.921 1.398 15 100.000 0.466 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 11.7072 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 11.8250 ---------------------------------------------------------------------------- 11/06/03 UH -32 PROPOSED HYDROLOGY 2 4- H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 17.5 35.0 52.5 70.0 ---------------------------------------------------------------------------- 0.083 0.0003 0.05 Q 0.167 0.0020 0.25 Q 0.250 0.0068 0.69 Q 0.333 0.0156 1.28 Q 0.417 0.0291 1.95 VQ 0.500 0.0460 2.45 VQ 0.583 0.0649 2.75 VQ 0.667 0.0849 2.91 VQ 0.750 0.1057 3.01 VQ 0.833 0.1267 3.06 VQ 0.917 0.1480 3.08 VQ 1.000 0.1693 3.10 VQ 1.083 0.1908 3.13 VQ 1.167 0.2125 3.14 VQ 1.250 0.2342 3.15 VQ 1.333 0.2559 3.16 VQ 1.417 0.2777 3.17 VQ 1.500 0.2996 3.17 Q 1.583 0.3215 3.18 Q 1.667 0.3435 3.19 Q 1.750 0.3655 3.20 Q 1.833 0.3876 3.21 Q 1.917 0.4097 3.21 Q 2.000 0.4319 3.22 Q 2.083 0.4542 3.23 Q 2.167 0.4765 3.24 Q 2.250 0.4988 3.25 Q 2.333 0.5213 3.26 Q 2.417 0.5437 3.27 Q 2.500 0.5663 3.27 Q 2.583 0.5889 3.28 Q 2.667 0.6116 3.29 QV 2.750 0.6343 3.30 QV 2.833 0.6571 3.31 QV 2.917 0.6800 3.32 QV 3.000 0.7029 3.33 QV 3.083 0.7259 3.34 QV 3.167 0.7489 3.35 QV 3.250 0.7720 3.36 QV 3.333 0.7952 3.37 QV 3.417 0.8185 3.38 QV 3.500 0.8418 3.39 QV 3.583 0.8652 3.40 QV 3.667 0.8886 3.41 Q V 3.750 0.9122 3.42 Q V 3.833 0.9357 3.43 Q V 3.917 0.9594 3.44 Q V 4.000 0.9831 3.45 Q V 4.083 1.0070 3.46 Q V 4.167 1.0308 3.47 Q V 4.250 1.0548 3.48 Q V 4.333 1.0788 3.49 Q V 4.417 1.1029 3.50 Q V 4.500 1.1271 3.51 QV 4.583 1.1513 3.52 QV 11/06/03 UH -33 PROPOSED HYDROLOGY 4.667 1.1757 4.750 1.2001 4.833 1.2246 4.917 1.2491 5.000 1.2738 5.083 1.2985 5.167 1.3233 5.250 1.3482 5.333 1.3732 5.417 1.3982 5.500 1.4234 5.583 1.4486 5.667 1.4739 5.750 1.4993 5.833 1.5248 5.917 1.5504 6.000 1.5761 6.083 1.6019 6.167 1.6277 6.250 1.6537 6.333 1.6798 6.417 1.7059 6.500 1.7322 6.583 1.7585 6.667 1.7850 6.750 1.8115 6.833 1.8382 6.917 1.8650 7.000 1.8918 7.083 1.9188 7.167 1.9459 7.250 1.9731 7.333 2.0004 7.417 2.0278 7.500 2.0554 7.583 2.0830 7.667 2.1108 7.750 2.1387 7.833 2.1667 7.917 2.1948 8.000 2.2231 8.083 2.2515 8.167 2.2800 8.250 2.3086 8.333 2.3374 8.417 2.3663 8.500 2.3954 8.583 2.4246 8.667 2.4539 8.750 2.4833 8.833 2.5130 8.917 2.5427 9.000 2.5726 9.083 2.6027 9.167 2.6329 9.250 2.6633 9.333 2.6938 9.417 2.7245 9.500 2.7554 9.583 2.7864 9.667 2.8176 9.750 2.8490 9.833 2.8806 9.917 2.9123 10.000 2.9442 10.083 2.9763 10.167 3.0086 11/06/03 3.53 QV 3.54 Q V 3.56 Q V 3.57 Q V 3.58 Q V 3.59 Q V 3.60 Q V 3.61 Q V 3.63 Q V 3.64 Q V 3.65 Q V 3.66 Q V 3.68 Q V 3.69 Q V 3.70 Q V 3.72 Q V 3.73 Q V 3.74 Q V 3.76 Q V 3.77 Q V 3.78 Q V 3.80 Q V 3.81 Q V 3.83 Q V 3.84 Q V 3.86 Q V 3.87 Q V 3.89 Q V 3.90 Q V 3.92 Q V 3.93 Q V 3.95 Q V 3.97 Q V 3.98 Q V 4.00 Q V 4.02 Q V 4.03 Q V 4.05 Q V 4.07 Q V 4.09 Q v 4.10 Q V 4.12 Q V 4.14 Q V 4.16 Q V 4.18 Q V 4.20 Q V . 4.22 Q V . 4.24 Q V . 4.26 Q V . 4.28 Q V . 4.30 Q V . 4.32 Q V . 4.34 Q V . 4.37 Q V . 4.39 Q V . 4.41 Q V. 4.43 Q v. 4.46 Q V. 4.48 Q v. 4.51 Q V. 4.53 Q V. 4.56 Q V. 4.58 Q V. 4.61 Q V. 4.64 Q V. 4.66 Q V 4.69 Q V UH -34 PROPOSED HYDROLOGY 10.250 3.0411 4.72 Q V 10.333 3.0738 4.75 Q V 10.417 3.1067 4.78 Q V 10.500 3.1399 4.81 Q V 10.583 3.1732 4.84 Q V 10.667 3.2067 4.87 Q V 10.750 3.2405 4.90 Q V 10.833 3.2745 4.93 Q V 10.917 3.3087 4.97 Q .V 11.000 3.3431 5.00 Q V 11.083 3.3778 5.04 Q V 11.167 3.4127 5.07 Q .V 11.250 3.4479 5.11 Q V 11.333 3.4834 5.15 Q V 11.417 3.5191 5.19 Q V 11.500 3.5551 5.22 Q V 11.583 3.5913 5.27 Q V 11.667 3.6279 5.31 Q V 11.750 3.6647 5.35 Q V 11.833 3.7019 5.39 Q V 11.917 3.7393 5.44 Q V 12.000 3.7771 5.48 Q V 12.083 3.8152 5.53 Q V 12.167 3.8536 5.58 Q V 12.250 3.8924 5.63 Q V 12.333 3.9315 5.68 Q V 12.417 3.9710 5.74 Q V 12.500 4.0109 5.79 Q V 12.583 4.0512 5.85 Q V 12.667 4.0919 5.91 Q V 12.750 4.1330 5.97 Q V 12.833 4.1745 6.03 Q V 12.917 4.2165 6.10 Q V 13.000 4.2590 6.16 Q V 13.083 4.3019 6.23 Q V 13.167 4.3453 6.30 Q V 13.250 4.3892 6.38 Q V 13.333 4.4336 6.45 Q V 13.417 4.4786 6.53 Q V 13.500 4.5242 6.62 Q V 13.583 4.5704 6.70 Q V 13.667 4.6172 6.80 Q V 13.750 4.6646 6.89 Q V 13.833 4.7128 6.99 Q V 13.917 4.7616 7.09 Q V 14.000 4.8112 7.20 Q V 14.083 4.8616 7.32 Q V 14.167 4.9128 7.42 Q V 14.250 4.9646 7.52 Q V 14.333 5.0171 7.62 Q V 14.417 5.0703 7.72 Q V 14.500 5.1243 7.84 Q V 14.583 5.1793 7.99 Q V 14.667 5.2355 8.16 Q V 14.750 5.2929 8.34 Q V 14.833 5.3517 8.54 Q V 14.917 5.4121 8.76 Q V 15.000 5.4741 9.00 Q V 15.083 5.5379 9.26 Q V 15.167 5.6036 9.55 Q V 15.250 5.6716 9.87 Q V. 15.333 5.7421 10.23 Q V. 15.417 5.8150 10.59 Q V. 15.500 5.8898 10.86 Q V. 15.583 5.9654 10.98 Q V 15.667 6.0415 11.05 Q V 15.750 6.1186 11.19 Q V 11/06/03 UH -35 PROPOSED HYDROLOGY 15.823 15. 917 16. 000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 13.000 18.083 18.167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.833 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 19.583 19.667 19.750 19.833 19.917 20.000 20.083 20.167 20.250 20.333 20.417 20.500 20.583 20.667 20.750 20.833 20.917 2:..000 21.083 21.167 21.250 21.333 6.1989 6.2862 6.3879 6.5330 6.7656 7.1124 7.5218 7.9417 8.2723 8.5015 8.6644 8.7875 8.8835 8.9641 9.0397 9.1107 9.1749 9.2341 9.2898 9.3437 9.3957 9.4461 9.4950 9.5425 9.5887 9.6337 9.6777 9.7206 9.7626 9.8036 9.8439 9.8834 9.9222 9.9602 9.9977 10.0345 10.0707 10.1064 10.1416 10.1763 10.2105 10.2442 10.2775 10.3104 10.3428 10.3749 10.4066 10.4380 10.4690 10.4997 10.5300 10.5601 10.5898 10.6193 10.6484 10.6773 10.7060 10.7343 10.7624 10.7903 10.8180 10.8454 10.8725 10.8995 10.9262 10.9528 10.9791 11/06,/03 11.65 Q 12.68 Q 14.78 Q 21.06 Q 33.78 50.36 59.44 60.97 48.01 33.28 23.64 Q 17.88 Q 13.95 Q 11.70 Q 10.98 Q 10.30 Q 9.33 Q 8.59 Q 8.10 Q 7.82 Q 7.56 Q 7.32 Q 7.10 Q 6.90 Q 6.71 Q 6.54 Q 6.38 Q 6.23 Q 6.09 Q 5.97 Q 5.85 Q 5.73 Q 5.63 Q 5.53 Q 5.43 Q 5.35 Q 5.26 Q 5.18 Q 5.11 Q 5.03 Q 4.96 Q 4.90 Q 4.83 Q 4.77 Q 4.72 Q 4.66 Q 4.61 Q 4.55 Q 4.50 Q 4.45 Q 4.41 Q 4.36 Q 4.32 Q 4.28 Q 4.23 Q 4.20 Q 4.16 Q 4.12 Q 4.08 Q 4.05 Q 4.01 Q 3.98 Q 3.95 Q 3.91 Q 3.88 Q 3.85 Q 3.82 Q UH -36 V .V .V V Q. V V Q . V Q V Q Q Q. V . V. V. V v V , V v v V v v V V V V V V v V V V V V v V v V V V V v V V V V v v V V V V V V v v V v v v v V v v v v V PROPOSED HYDROLOGY 21.417 11.0053 3.80 Q V 21.500 11.0312 3.77 Q V 21.583 11.0570 3.74 Q V 21.667 11.0825 3.71 Q V 21.750 11.1079 3.69 Q V 21.833 11.1331 3.66 Q V 21.917 11.1582 3.64 Q V 22.000 11.1831 3.61 Q V 22.083 11.2078 3.59 Q V 22.167 11.2323 3.56 Q V 22.250 11.2567 3.54 Q V . 22.333 11.2809 3.52 Q V 22.417 11.3050 3.50 Q V . 22.500 11.3290 3.48 Q V 22.583 11.3528 3.45 Q V 22.667 11.3764 3.43 Q V 22.750 11.3999 3.41 Q V 22.833 11.4233 3.39 Q V 22.917 11.4465 3.37 Q V 23.000 11.4696 3.35 Q V 23.083 11.4926 3.34 Q V 23.167 11.5154 3.32 Q V 23.250 11.5382 3.30 Q V. 23.333 11.5608 3.28 Q V. 23.417 11.5832 3.26 Q V. 23.500 11.6056 3.25 Q V. 23.583 11.6278 3.23 Q V. 23.667 11.6500 3.21 Q V. 23.750 11.6720 3.20 Q V. 23.833 11.6939 3.18 Q V. 23.917 11.7157 3.16 Q V. 24.000 11.7374 3.15 Q V. 24.083 11.7586 3.08 Q V. 24.167 11.7784 2.87 Q V. 24.250 11.7950 2.41 Q V. 24.333 11.8075 1.81 Q V. 24.417 11.8154 1.14 Q V. 24.500 11.8198 0.64 Q V. 24.583 11.8222 0.35 Q V. 24.667 11.8234 0.19 Q V. 24.750 11.8241 0.10 Q V• 24.833 11.8245 0.05 Q V. 24.917 11.8248 0.04 Q V• 25.000 11.8249 0.02 Q V. 25.083 11.8250 0.01 Q V. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) I I V depth ----------- _effective I (and volume) I I I I I I I....V........ detention I<-->I outflow basin I I......... ----------- I I \ I I dead I basin outlet V I storage I OUTFLOW --------- 11/06/03 UH-37 PROPOSED HYDROLOGY (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH P_ FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 1.98 0.210 3 2.00 5.61 0.450 4 2.20 7.93 0.500 5 2.50 14.78 0.580 6 3.00 24.42 0.730 7 4.00 34.53 1.040 8 5.00 42.29 1.410 9 6.00 48.84 1.820 10 7.00 54.60 2.280 11 8.00 59.81 2.810 12 9.00 64.61 3.400 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) -- (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.083 0.000 0.05 0.00 0.00 0.0 0.000 0.167 0.000 0.25 0.00 0.01 0.0 0.002 0.250 0.000 0.69 0.00 0.03 0.0 0.006 0.333 0.000 1.28 0.00 0.07 0.1 0.015 0.417 0.000 1.95 0.00 0.13 0.2 0.027 0.500 0.000 2.45 0.00 0.20 0.3 0.041 0.583 0.000 2.75 0.00 0.27 0.5 0.057 0.667 0.000 2.91 0.00 0.35 0.6 0.073 0.750 0.000 3.01 0.00 0.42 0.8 0.088 0.833 0.000 3.06 0.00 0.49 0.9 0.103 0.917 0.000 3.08 0.00 0.56 1.0 0.117 1.000 0.000 3.10 0.00 0.62 1.2 0.131 1.083 0.000 3.13 0.00 0.68 1.3 0.143 1.167 0.000 3.14 0.00 0.74 1.4 0.155 1.250 0.000 3.15 0.00 0.79 1.5 0.166 1.333 0.000 3.16 0.00 0.84 1.6 0.177 1.417 0.000 3.17 0.00 0.89 1.7 0.187 1.500 0.000 3.17 0.00 0.94 1.8 0.196_ 1.583 0.000 3.18 0.00 0.98 1.9 0.205 1.667 0.000 3.19 0.00 1.02 2.0 0.214 1.750 0.000 3.20 0.00 1.05 2.1 0.221 1.833 0.000 3.21 0.00 1.08 2.2 0.228 t 1.917 0.000 3.21 0.00 1.10 2.3 0.234 2.000 0.000 3.22 0.00 1.13 2.4 0.240 2.083 0.000 3.23 0.00 1.15 2.5 0.245 2.167 0.000 3.24 0.00 1.17 2.6 0.250 2.250 0.000 3.25 0.00 1.19 2.6 0.254 11/06/03 UH -38 PROPOSED HYDROLOGY 2.333 0.000 3.26 0.00 1.20 2.7 0.258 2.417 0.000 3.27 0.00 1.22 2.7 0.262 2.500 0.000 3.27 0.00 1.23 2.8 0.265 2.583 0.000 3.28 0.00 1.24 2.8 0.268 2.667 0.000 3.29 0.00 1.25 2.9 0.271 2.750 0.000 3.30 0.00 1.27 2.9 0.274 2.833 0.000 3.31 0.00 1.28 3.0 0.276 2.917 0.000 3.32 0.00 1.28 3.0 0.278 3.000 0.000 3.33 0.00 1.29 3.0 0.280 3.083 0.000 3.34 0.00 1.30 3.1 0.282 3.167 0.000 3.35 0.00 1.31 3.1 0.284 3.250 0.000 3.36 0.00 1.32 3.1 0.286 3.333 0.000 3.37 0.00 1.32 3.1 0.287 3.417 0.000 3.38 0.00 1.33 3.2 0.289 3.500 0.000 3.39 0.00 1.33 3.2 0.290 3.583 0.000 3.40 0.00 1.34 3.2 0.292 3.667 0.000 3.41 0.00 1.35 3.2 0.293 3.750 0.000 3.42 0.00 1.35 3.2 0.294 3.833 0.000 3.43 0.00 1.35 3.3 0.295 3.917 0.000 3.44 0.00 1.36 3.3 0.296 4.000 0.000 3.45 0.00 1.36 3.3 0.297 4.083 0.000 3.46 0.00 1.37 3.3 0.298 4.167 0.000 3.47 0.00 1.37 3.3 0.299 4.250 0.000 3.48 0.00 1.38 3.3 0.300 4.333 0.000 3.49 0.00 1.38 3.4 0.301 4.417 0.000 3.50 0.00 1.38 3.4 0.302 4.500 0.000 3.51 0.00 1.39 3.4 0.303 4.583 0.000 3.52 0.00 1.39 3.4 0.304 4.667 0.000 3.53 0.00 1.39 3.4 0.305 4.750 0.000 3.54 0.00 1.40 3.4 0.306 4.833 0.000 3.56 0.00 1.40 3.4 0.306 4.917 0.000 3.57 0.00 1.41 3.4 0.307 5.000 0.000 3.58 0.00 1.41 3.5 0.308 5.083 0.000 3.59 0.00 1.41 3.5 0.309 5.167 0.000 3.60 0.00 1.42 3.5 0.310 5.250 0.000 3.61 0.00 1.42 3.5 0.311 5.333 0.000 3.63 0.00 1.42 3.5 0.311 5.417 0.000 3.64 0.00 1.43 3.5 0.312 5.500 0.000 3.65 0.00 1.43 3.5 0.313 5.583 0.000 3.66 0.00 1.43 3.5 0.314 5.667 0.000 3.68 0.00 1.44 3.6 0.315 5.750 0.000 3.69 0.00 1.44 3.6 0.316 5.833 0.000 3.70 0.00 1.44 3.6 0.316 5.917 0.000 3.72 0.00 1.45 3.6 0.317 6.000 0.000 3.73 0.00 1.45 3.6 0.318 6.083 0.000 3.74 0.00 1.45 3.6 0.319 6.167 0.000 3.76 0.00 1.46 3.6 0.320 6.250 0.000 3.77 0.00 1.46 3.6 0.321 6.333 0.000 3.78 0.00 1.46 3.7 0.321 6.417 0.000 3.80 0.00 1.47 3.7 0.322 6.500 0.000 3.81 0.00 1.47 3.7 0.323 6.583 0.000 3.83 0.00 1.48 3.7 0.324 6.667 0.000 3.84 0.00 1.48 3.7 0.325 6.750 0.000 3.86 0.00 1.48 3.7 0.326 6.833 0.000 3.87 0.00 1.49 3.7 0.327 6.917 0.000 3.89 0.00 1.49 3.8 0.328 7.000 0.000 3.90 0.00 1.49 3.8 0.329 7.083 0.000 3.92 0.00 1.50 3.8 0.330 7.167 0.000 3.93 0.00 1.50 3.8 0.330 7.250 0.000 3.95 0.00 1.51 3.8 0.331 7.333 0.000 3.97 0.00 1.51 3.8 0.332 7.417 0.000 3.98 0.00 1.51 3.8 0.333 7.500 0.000 4.00 0.00 1.52 3.9 0.334 7.583 0.000 4.02 0.00 1.52 3.9 0.335 7.667 0.000 4.03 0.00 1.53 3.9 0.336 7.750 0.000 4.05 0.00 1.53 3.9 0.337 7.833 0.000 4.07 0.00 1.54 3.9 0.338 11/06/03 UH -39 PROPOSED HYDROLOGY 7.917 0.000 4.09 0.00 1.54 3.9 0.340 8.000 0.000 4.10 0.00 1.54 3.9 0.341 8.083 0.000 4.12 0.00 1.55 4.0 0.342 8.167 0.000 4.14 0.00 1.55 4.0 0.343 8.250 0.000 4.16 0.00 1.56 4.0 0.344 8.333 0.000 4.18 0.00 1.56 4.0 0.345 8.417 0.000 4.20 0.00 1.57 4.0 0.346 8.500 0.000 4.22 0.00 1.57 4.0 0.347 8.583 0.000 4.24 0.00 1.58 4.1 0.349 8.667 0.000 4.26 0.00 1.58 4.1 0.350 8.750 0.000 4.28 0.00 1.59 4.1 0.351 8.833 0.000 4.30 0.00 1.59 4.1 0.352 8.917 0.000 4.32 0.00 1.60 4.1 0.353 9.000 0.000 4.34 0.00 1.60 4.2 0.355 9.083 0.000 4.37 0.00 1.61 4.2 0.356 9.167 0.000 4.39 0.00 1.61 4.2 0.357 9.250 0.000 4.41 0.00 1.62 4.2 0.359 9.333 0.000 4.43 0.00 1.62 4.2 0.360 9.417 0.000 4.46 0.00 1.63 4.3 0.361 9.500 0.000 4.48 0.00 1.64 4.3 0.363 9.583 0.000 4.51 0.00 1.64 4.3 0.364 9.667 0.000 4.53 0.00 1.65 4.3 0.366 9.750 0.000 4.56 0.00 1.65 4.3 0.367 9.833 0.000 4.58 0.00 1.66 4.4 0.369 9.917 0.000 4.61 0.00 1.67 4.4 0.370 10.000 0.000 4.64 0.00 1.67 4.4 0.372 10.083 0.000 4.66 0.00 1.68 4.4 0.373 10.167 0.000 4.69 0.00 1.69 4.5 0.375 10.250 0.000 4.72 0.00 1.69 4.5 0.376 10.333 0.000 4.75 0.00 1.70 4.5 0.378 10.417 0.000 4.78 0.00 1.71 4.5 0.380 10.500 0.000 4.81 0.00 1.71 4.6 0.381 10.583 0.000 4.84 0.00 1.72 4.6 0.383 10.667 0.000 4.87 0.00 1.73 4.6 0.385 10.750 0.000 4.90 0.00 1.74 4.6 0.387 10.833 0.000 4.93 0.00 1.74 4.7 0.389 10.917 0.000 4.97 0.00 1.75 4.7 0.390 11.000 0.000 5.00 0.00 1.76 4.7 0.392 11.083 0.000 5.04 0.00 1.77 4.8 0.394 ' 11.167 0.000 5.07 0.00 1.78 4.8 0.396 11.250 0.000 5.11 0.00 1.78 4.8 0.398 11.333 0.000 5.15 0.00 1.79 4.8 0.400 11.417 0.000 5.19 0.00 1.80 4.9 0.403 11.500 0.000 5.22 0.00 1.81 4.9 0.405 11.583 0.000 5.27 0.00 1.82 4.9 0.407 11.667 0.000 5.31 0.00 1.83 5.0 0.409 11.750 0.000 5.35 0.00 1.84 5.0 0.412 11.833 0.000 5.39 0.00 1.85 5.0 0.414 11.917 0.000 5.44 0.00 1.86 5.1 0.416 12.000 0.000 5.48 0.00 1.87 5.1 0.419 12.083 0.000 5.53 0.00 1.88 5.2 0.421 12.167 0.000 5.58 0.00 1.89 5.2 0.424 12.250 0.000 5.63 0.00 1.90 5.2 0.427 12.333 0.000 5.68 0.00 1.91 5.3 0.430 12.417 0.000 5.74 0.00 1.93 5.3 0.432 12.500 0.000 5.79 0.00 1.94 5.4 0.435 12.583 0.000 5.85 0.00 1.95 5.4 0.438 12.667 0.000 5.91 0.00 1.96 5.5 0.441 12.750 0.000 5.97 0.00 1.98 5.5 0.445 12.833 0.000 6.03 0.00 1.99 5.6 0.448 12.917 0.000 6.10 0.00 2.00 5.6 0.451 13.000 0.000 6.16 0.00 2.02 5.7 0.454 13.083 0.000 6.23 0.00 2.03 5.9 0.457 13.167 0.000 6.30 0.00 2.04 6.0 0.459 13.250 0.000 6.38 0.00 2.04 6.1 0.461 13.333 0.000 6.45 0.00 2.05 6.2 0.463 13.417 0.000 6.53 0.00 2.06 6.3 0.465 11/06/03 LTH -40 PROPOSED HYDROLOGY i3.500 0.000 6.62 0.00 2.07 6.3 0.467 13.583 0.000 6.70 0.00 2.07 6.4 0.469 13.667 0.000 6.80 0.00 2.08 6.5 0.471 13.750 0.000 6.89 0.00 2.09 6.6 0.472 13.833 0.000 6.99 0.00 2.10 6.7 0.474 13.917 0.000 7.09 0.00 2.11 6.8 0.477 14.000 0.000 7.20 0.00 2.11 6.9 0.479 14.083 0.000 7.32 0.00 2.12 7.0 0.481 14.167 0.000 7.42 0.00 2.13 7.1 0.483 14.250 0.000 7.52 0.00 2.14 7.2 0.485 14.333 0.000 7.62 0.00 2.15 7.3 0.488 14.417 0.000 7.72 0.00 2.16 7.4 0.490 14.500 0.000 7.84 0.00 2.17 7.5 0.492 14.583 0.000 7.99 0.00 2.18 7.6 0.495 14.667 0.000 8.16 0.00 2.19 7.7 0.497 14.750 0.000 8.34 0.00 2.20 7.9 0.501 14.833 0.000 8.54 0.00 2.21 8.1 0.504 14.917 0.000 8.76 0.00 2.22 8.4 0.506 15.000 0.000 9.00 0.00 2.23 8.6 0.509 15.083 0.000 9.26 0.00 2.25 8.8 0.512 15.167 0.000 9.55 0.00 2.26 9.1 0.515 15.250 0.000 9.87 0.00 2.27 9.4 0.519 15.333 0.000 10.23 0.00 2.28 9.7 0.522 15.417 0.000 10.59 0.00 2.30 10.0 0.526 15.500 0.000 10.86 0.00 2.31 10.3 0.530 15.583 0.000 10.98 0.00 2.32 10.6 0.533 15.667 0.000 11.05 0.00 2.33 10.8 0.534 15.750 0.000 11.19 0.00 2.34 10.9 0.536 15.833 0.000 11.65 0.00 2.35 11.2 0.539 15.917 0.000 12.68 0.00 2.38 11.6 0.547 16.000 0.000 14.78 0.00 2.43 12.6 0.562 16.083 0.000 21.06 0.00 2.58 14.8 0.605 16.167 0.000 33.78 0.00 2.91 19.5 0.703 16.250 0.000 50.36 0.00 3.46 25.9 0.872 16.333 0.000 59.44 0.00 4.06 32.0 1.061 16.417 0.000 60.97 0.00 4.51 36.7 1.228 16.500 0.000 48.01 0.00 4.67 39.1 1.289 16.583 0.000 33.28 0.00 4.56 39.3 1.247 16.667 0.000 23.64 0.00 4.30 37.9 1.150 16.750 0.000 17.88 0.00 3.96 35.5 1.028 16.833 0.000 13.95 0.00 3.56 32.1 0.903 16.917 0.000 11.70 0.00 3.19 28.2 0.789 17.000 0.000 10.98 0.00 2.89 24.3 0.697 17.083 0.000 10.30 0.00 2.67 20.1 0.630 17.167 0.000 9.33 0.00 2.50 16.4 0.581 17.250 0.000 8.59 0.00 2.38 13.4 0.548 17.333 0.000 8.10 0.00 2.30 11.1 0.527 17.417 0.000 7.82 0.00 2.25 9.7 0.514 17.500 0.000 7.56 0.00 2.22 8.8 0.506 17.583 0.000 7.32 0.00 2.20 8.2 0.500 17.667 0.000 7.10 0.00 2.18 7.8 0.495 17.750 0.000 6.90 0.00 2.16 7.6 0.490 17.833 0.000 6.71 0.00 2.14 7.4 0.486 17.917 0.000 6.54 0.00 2.13 7.2 0.481 18.000 0.000 6.38 0.00 2.11 7.0 0.477 18.083 0.000 6.23 0.00 2.09 6.8 0.473 18.167 0.000 6.09 0.00 2.08 6.6 0.470 18.250 0.000 5.97 0.00 2.07 6.5 0.467 18.333 0.000 5.85 0.00 2.05 6.3 0.463 18.417 0.000 5.73 0.00 2.04 6.2 0.460 18.500 0.000 5.63 0.00 2.03 6.0 0.458 18.583 0.000 5.53 0.00 2.02 5.9 0.455 18.667 0.000 5.43 0.00 2.01 5.8 0.453 18.750 0.000 5.35 0.00 2.00 5.7 0.450 18.833 0.000 5.26 0.00 1.99 5.6 0.448 18.917 0.000 5.18 0.00 1.98 5.6 0.445 19.000 0.000 5.11 0.00 1.97 5.5 0.443 11/06/03 UH -41 PROPOSED HYDROLOGY 19.083 0.000 5.03 0.00 1.96 5.5 0.440 19.167 0.000 4.96 0.00 1.94 5.4 0.436 19.250 0.000 4.90 0.00 1.93 5.4 0.433 19.333 0.000 4.83 0.00 1.92 5.3 0.430 19.417 0.000 4.77 0.00 1.90 5.3 0.426 19.500 0.000 4.72 0.00 1.89 5.2 0.423 19.583 0.000 4.66 0.00 1.87 5.2 0.419 19.667 0.000 4.61 0.00 1.86 5.1 0.416 19.750 0.000 4.55 0.00 1.84 5.1 0.412 19.833 0.000 4.50 0.00 1.83 5.0 0.409 19.917 0.000 4.45 0.00 1.81 5.0 0.405 20.000 0.000 4.41 0.00 1.80 4.9 0.402 20.083 0.000 4.36 0.00 1.78 4.9 0.398 20.167 0.000 4.32 0.00 1.77 4.8 0.395 20.250 0.000 4.28 0.00 1.76 4.8 0.392 20.333 0.000 4.23 0.00 1.74 4.7 0.388 20.417 0.000 4.20 0.00 1.73 4.7 0.385 20.500 0.000 4.16 0.00 1.72 4.6 0.382 20.583 0.000 4.12 0.00 1.70 4.6 0.379 20.667 0.000 4.08 0.00 1.69 4.5 0.376 20.750 0.000 4.05 0.00 1.68 4.5 0.373 20.833 0.000 4.01 0.00 1.67 4.4 0.370 20.917 0.000 3.98 0.00 1.66 4.4 0.368 21.000 0.000 3.95 0.00 1.65 4.3 0.365 21.083 0.000 3.91 0.00 1.63 4.3 0.362 21.167 0.000 3.88 0.00 1.62 4.3 0.360 21.250 0.000 3.85 0.00 1.61 4.2 0.357 21.333 0.000 3.82 0.00 1.60 4.2 0.355 21.417 0.000 3.80 0.00 1.59 4.1 0.352 21.500 0.000 3.77 0.00 1.58 4.1 0.350 21.583 0.000 3.74 0.00 1.57 4.1 0.347 21.667 0.000 3.71 0.00 1.56 4.0 0.345 21.750 0.000 3.69 0.00 1.55 4.0 0.343 21.833 0.000 3.66 0.00 1.55 4.0 0.341 21.917 0.000 3.64 0.00 1.54 3.9 0.339 22.000 0.000 3.61 0.00 1.53 3.9 0.337 22.083 0.000 3.59 0.00 1.52 3.9 0.335 22.167 0.000 3.56 0.00 1.51 3.9 0.333 22.250 0.000 3.54 0.00 1.50 3.8 0.331 22.333 0.000 3.52 0.00 1.50 3.8 0.329 22.417 0.000 3.50 0.00 1.49 3.8 0.327 22.500 0.000 3.48 0.00 1.48 3.7 0.325 22.583 0.000 3.45 0.00 1.47 3.7 0.323 22.667 0.000 3.43 0.00 1.47 3.7 0.322 22.750 0.000 3.41 0.00 1.46 3.7 0.320 22.833 0.000 3.39 0.00 1.45 3.6 0.318 22.917 0.000 3.37 0.00 1.45 3.6 0.317 23.000 0.000 3.35 0.00 1.44 3.6 0.315 23.083 0.000 3.34 0.00 1.43 3.6 0.314 23.167 0.000 3.32 0.00 1.43 3.5 0.312 23.250 0.000 3.30 0.00 1.42 3.5 0.311 23.333 0.000 3.28 0.00 1.41 3.5 0.309 23.417 0.000 3.26 0.00 1.41 3.5 0.308 23.500 0.000 3.25 0.00 1.40 3.4 0.306 23.583 0.000 3.23 0.00 1.40 3.4 0.305 23.667 0.000 3.21 0.00 1.39 3.4 0.304 23.750 0.000 3.20 0.00 1.38 3.4 0.302 23.833 0.000 3.18 0.00 1.38 3.4 0.301 23.917 0.000 3.16 0.00 1.37 3.3 0.300 24.000 0.000 3.15 0.00 1.37 3.3 0.299 24.083 0.000 3.08 0.00 1.36 3.3 0.297 24.167 0.000 2.87 0.00 1.35 3.3 0.294 24.250 0.000 2.41 0.00 1.33 3.2 0.289 24.333 0.000 1.81 0.00 1.29 3.1 0.280 24.417 0.000 1.14 0.00 1.24 2.9 0.267 24.500 0.000 0.64 0.00 1.18 2.7 0.253 24.583 0.000 0.35 0.00 1.12 2.5 0.238 11/06/03 UH -42 PROPOSED HYDROLOGY cm 24.667 0.000 0.19 0.00 1.06 2.3 0.224 24.750 0.000 0.10 0.00 1.00 2.1 0.210 24.833 0.000 0.05 0.00 0.94 1.9 0.197 24.917 0.000 0.04 0.00 0.88 1.8 0.185 25.000 0.000 0.02 0.00 0.83 1.7 0.173 25.083 0.000 0.01 0.00 0.77 1.6 0.163 25.167 0.000 0.00 0.00 0.73 1.5 0.152 25.250 0.000 0.00 0.00 0.68 1.4 0.143 25.333 0.000 0.00 0.00 0.64 1.3 0.134 25.417 0.000 0.00 0.00 0.60 1.2 0.125 25.500 0.000 0.00 0.00 0.56 1.1 0.118 25.583 0.000 0.00 0.00 0.52 1.1 0.110 25.667 0.000 0.00 0.00 0.49 1.0 0.103 25.750 0.000 0.00 0.00 0.46 0.9 0.097 25.833 0.000 0.00 0.00 0.43 0.9 0.091 25.917 0.000 0.00 0.00 0.40 0.8 0.085 26.000 0.000 0.00 0.00 0.38 0.8 0.080 26.083 0.000 0.00 0.00 0.36 0.7 0.075 26.167 0.000 0.00 0.00 0.33 0.7 0.070 26.250 0.000 0.00 0.00 0.31 0.6 0.065 26.333 0.000 0.00 0.00 0.29 0.6 0.061 26.417 0.000 0.00 0.00 0.27 0.6 0.058 26.500 0.000 0.00 0.00 0.26 0.5 0.054 26.583 0.000 0.00 0.00 0.24 0.5 0.051 26.667 0.000 0.00 0.00 0.23 0.5 0.047 26.750 0.000 0.00 0.00 0.21 0.4 0.044 26.833 0.000 0.00 0.00 0.20 0.4 0.042 26.917 0.000 0.00 0.00 0.19 0.4 0.039 27.000 0.000 0.00 0.00 0.17 0.4 0.037 27.083 0.000 0.00 0.00 0.16 0.3 0.034 27.167 0.000 0.00 0.00 0.15 0.3 0.032 27.250 0.000 0.00 0.00 0.14 0.3 0.030 27.333 0.000 0.00 0.00 0.13 0.3 0.028 27.417 0.000 0.00 0.00 0.13 0.3 0.026 27.500 0.000 0.00 0.00 0.12 0.2 0.025 27.583 0.000 0.00 0.00 0.11 0.2 0.023 27.667 0.000 0.00 0.00 0.10 0.2 0.022 27.750 0.000 0.00 0.00 0.10 0.2 0.020 27.833 0.000 0.00 0.00 0.09 0.2 0.019 27.917 0.000 0.00 0.00 0.09 0.2 0.018 ---------------------------------------------------------------------------- PRCCESS SUMMARY OF STORAGE: INFLOW VOLUME = 11.825 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 11.825 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 11/06/03 UH -43 PROPOSED HYDROLOGY Qts UNIT HYDROGRAPH 11/06/03 UH -44 PROPOSED HYDROLOGY Project: TR 16363 NE OF CITRUS AVE AND WALNUT AVEI Date: 8/28/2003 685-1650 Engineer: MANUEL GONZALES Notes: 25yr Developed Set #1 1st-24hr 2nd-24hr 1 Design Storm yr 25 2 Catchment Lag time hrs 0.32 3 Catchment Area acres 48.7 4 Base flow ds/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 0.47 7 Low loss fraction, Y -bar 0.48 8 Watershed area -averaged 5 -minute point rainfall inches 0.46 Watershed area -averaged 30 -minute point rainfall inches 0.93 Watershed area -averaged 1 -hour point rainfall inches 1.23 Watershed area -averaged 3 -hour point rainfall inches 2.21 Watershed area -averaged 6 -hour point rainfall inches 3.20 Watershed area -averaged 24 -hour point rainfall inches 7.20 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min 0.980 (Fig E-4) 30 -min 0.980 1 -hr 0.990 3 -hr 0.990 6 -hr 1.000 24 -hr 1.000 UH Input Q25.xls 9/6/2003 TR 16363 NE OF CITRUS AVE AND WALNUT AVENUE 25 -YR STORM - DEVELOPED CONDITION Low Loss Fraction & Maximum Loss Rate 125vr Developed Set # 1 685-1650 8/28/2003 Cover Area Soil type Area CN -II CN -III I A % F F.0-6 Areal (onsite) R1(3-4) 27.7 A 27.7 32 52 0.6 0.34 0.74 Area2 (offsite) OpenBrshFair 15.5 A 15.5 46 66 1 0.32 0.54 Area3 (offsite dev) R1(2) 0.9 A 0.9 32 52 0.7 0.01 0.74 Area4 (Future) (R1(3-4) 4.6 A 4.6 32 52 0.6 0.06 0.74 Lag Time P-24 7.20 in Return Period 25 AMC Type III Tc = 24 min from Rational Method Study Lag = 19.2 min Lag = 0.32 hr Y= 0.52 LFm= Est Vol = 15 ac -ft Low Loss Fraction,Y-bar = 0.48 UH Input Q25.xls 8/28/2003 *****************************************************XX*XX*XXXXXXXXXXXXXXXXX F L O O D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * TR 16363 Q25 UNIT HYDROGRAPH * AND BASIN ROUTING * ************************************************************************** FILE NAME: P:\685-1650\Drainage\UHQ25.DAT TIME/DATE OF STUDY: 16:31 11/06/2003 * **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 48.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.320 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.470 LOW LOSS FRACTION = 0.480 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.46 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.93 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.23 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.21 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.20 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 7.20 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.980 30 -MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 0.990 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 26.042 11/06/03 UH -45 PROPOSED HYDROLOGY UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.572 9.256 2 8.065 38.245 3 22.451 84.729 4 41.662 113.142 5 63.212 126.927 6 79.350 95.047 7 88.790 55.596 8 94.038 30.909 9 96.928 17.024 10 98.232 7.677 11 98.721 2.879 12 99.209 2.876 13 99.684 2.795 14 99.921 1.398 15 100.000 0.466 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 13.1475 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 16.0642 ---------------------------------------------------------------------------- 11/06/03 UH -46 PROPOSED HYDROLOGY 2 4- H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 20.0 40.0 60.0 80.0 ---------------------------------------------------------------------------- 0.083 0.0005 0.07 Q 0.167 0.0030 0.36 Q 0.250 0.0099 1.01 Q 0.333 0.0228 1.87 Q 0.417 0.0423 2.84 VQ 0.500 0.0669 3.57 VQ 0.583 0.0945 4.00 VQ 0.667 0.1237 4.24 V Q 0.750 0.1539 4.38 V Q C.833 0.1845 4.45 V Q 0.917 0.2154 4.48 V Q 1.000 0.2465 4.51 V Q 1.083 0.2778 4.55 V Q 1.167 0.3092 4.57 V Q 1.250 0.3408 4.58 V Q 1.333 0.3724 4.59 V Q 1.417 0.4041 4.60 VQ 1.500 0.4359 4.61 VQ 1.583 0.4677 4.62 VQ 1.667 0.4996 4.63 VQ 1.750 0.5316 4.64 VQ 1.833 0.5637 4.66 VQ 1.917 0.5958 4.67 VQ 2.000 0.6280 4.68 VQ 2.083 0.6603 4.69 VQ 2.167 0.6927 4.70 VQ 2.250 0.7251 4.71 VQ ' 2.333 0.7577 4.72 VQ 2.417 0.7903 4.74 VQ 2.500 0.8230 4.75 Q 2.583 0.8557 4.76 Q 2.667 0.8886 4.77 Q 2.750 0.9215 4.78 Q 2.833 0.9546 4.80 Q 2.917 0.9877 4.81 Q 3.000 1.0209 4.82 Q 3.083 1.0541 4.83 Q 3.167 1.0875 4.84 Q 3.250 1.1210 4.86 Q 3.333 1.1545 4.87 Q 3.417 1.1881 4.88 Q 3.500 1.2219 4.90 QV 3.583 1.2557 4.91 QV 3.667 1.2896 4.92 QV 3.750 1.3236 4.94 QV 3.833 1.3577 4.95 QV 3.917 1.3918 4.96 QV 4.000 1.4261 4.98 QV 4.083 1.4605 4.99 QV 4.167 1.4950 5.01 QV 4.250 1.5295 5.02 QV 4.333 1.5642 5.03 QV 4.417 1.5990 5.05 QV 4.500 1.6338 5.06 Q V 4.583 1.6688 5.08 Q V 11/06/03 UH -47 PROPOSED HYDROLOGY 4.667 1.7039 5.09 Q v 4.750 1.7391 5.11 Q V 4.833 1.7744 5.12 Q V 4.917 1.8097 5.14 Q V 5.000 1.8452 5.15 Q V 5.083 1.8808 5.17 Q V 5.167 1.9166 5.19 Q v 5.250 1.9524 5.20 Q V 5.333 1.9883 5.22 Q V 5.417 2.0244 5.23 Q V 5.500 2.0605 5.25 Q V 5.583 2.0968 5.27 Q V 5.667 2.1332 5.28 Q v 5.750 2.1697 5.30 Q V 5.833 2.2063 5.32 Q V 5.917 2.2431 5.34 Q V 6.000 2.2800 5.35 Q V 6.083 2.3170 5.37 Q V 6.167 2.3541 5.39 Q V 6.250 2.3913 5.41 Q V 6.333 2.4287 5.43 Q V 6.417 2.4662 5.45 Q V 6.500 2.5038 5.46 Q V 6.583 2.5416 5.48 Q V 6.667 2.5795 5.50 Q V 6.750 2.6176 5.52 Q V 6.833 2.6557 5.54 Q V 6.917 2.6940 5.56 Q V 7.000 2.7325 5.58 Q V 7.083 2.7711 5.60 Q V 7.167 2.8098 5.62 Q V 7.250 2.8487 5.65 Q V 7.333 2.8877 5.67 Q V 7.417 2.9269 5.69 Q V 7.500 2.9663 5.71 Q v 7.583 3.0057 5.73 Q V 7.667 3.0454 5.76 Q V 7.750 3.0852 5.78 Q V 7.833 3.1252 5.80 Q v 7.917 3.1653 5.83 Q v 8.000 3.2056 5.85 Q V 8.083 3.2460 5.87 Q V . 8.167 3.2866 5.90 Q v . 8.250 3.3274 5.92 Q v . 8.333 3.3684 5.95 Q V . 8.417 3.4096 5.97 Q V . 8.500 3.4509 6.00 Q v . 8.583 3.4924 6.03 Q v 8.667 3.5341 6.05 Q v . 8.750 3.5760 6.08 Q v . 8.833 3.6181 6.11 Q V. 8.917 3.6603 6.14 Q V. 9.000 3.7028 6.17 Q V. 9.083 3.7454 6.19 Q V. 9.167 3.7883 6.22 Q V. 9.250 3.8314 6.25 Q V. 9.333 3.8747 6.28 Q V. 9.417 3.9182 6.32 Q V. 9.500 3.9619 6.35 Q V. 9.583 4.0058 6.38 Q V. 9.667 4.0500 6.41 Q V 9.750 4.0944 6.45 Q v 9.833 4.1390 6.48 Q v 9.917 4.1838 6.51 Q V 10.000 4.2289 6.55 Q v 10.083 4.2743 6.58 Q v 10.167 4.3199 6.62 Q v 11/06/03 LTH -48 PROPOSED HYDROLOGY 10.250 4.3657 6.66 Q V 10.333 4.4119 6.70 Q V 10.417 4.4582 6.73 Q V 10.500 4.5049 6.77 Q v 10.583 4.5518 6.81 Q V 10.667 4.5990 6.85 Q V 10.750 4.6465 6.90 Q V 10.833 4.6943 6.94 Q V 10.917 4.7424 6.98 Q V 11.000 4.7908 7.03 Q v 11.083 4.8395 7.07 Q V 11.167 4.8885 7.12 Q V 11.250 4.9379 7.17 Q V 11.333 4.9876 7.21 Q V 11.417 5.0376 7.27 Q V 11.500 5.0880 7.32 Q V 11.583 5.1387 7.37 Q V 11.667 5.1898 7.42 Q V 11.750 5.2413 7.48 Q V 11.833 5.2932 7.53 Q V 11.917 5.3455 7.59 Q V 12.000 5.3982 7.65 Q V 12.083 5.4512 7.70 Q V 12.167 5.5045 7.73 Q V 12.250 5.5577 7.73 Q V 12.333 5.6107 7.70 Q V 12.417 5.6635 7.66 Q V 12.500 5.7162 7.65 Q V 12.583 5.7691 7.68 Q V 12.667 5.8223 7.73 Q V 12.750 5.8760 7.79 Q V 12.833 5.9301 7.87 Q V 12.917 5.9849 7.95 Q V 13.000 6.0402 8.04 Q V 13.083 6.0962 8.12 Q V 13.167 6.1528 8.22 Q V 13.250 6.2100 8.31 Q V 13.333 6.2680 8.41 Q V 13.417 6.3267 8.52 Q V 13.500 6.3861 8.63 Q V 13.583 6.4463 8.75 Q V 13.667 6.5074 8.86 Q V 13.750 6.5693 8.99 Q V 13.833 6.6321 9.12 Q V 13.917 6.6958 9.26 Q V 14.000 6.7606 9.40 Q V 14.083 6.8264 9.55 Q v 14.167 6.8931 9.69 Q V 14.250 6.9607 9.82 Q V 14.333 7.0292 9.94 Q V 14.417 7.0986 10.07 Q V 14.500 7.1691 10.23 Q V 14.583 7.2408 10.42 Q V 14.667 7.3141 10.64 Q V 14.750 7.3890 10.88 Q V 14.833 7.4658 11.14 Q V 14.917 7.5445 11.44 Q V 15.000 7.6254 11.75 Q V 15.083 7.7088 12.10 Q V. 15.167 7.7947 12.47 Q V• 15.250 7.8835 12.90 Q V• 15.333 7.9756 13.37 Q V. 15.417 8.0710 13.85 Q V 15.500 8.1689 14.22 Q V 15.583 8.2682 14.41 Q V 15.667 8.3684 14.55 Q V 15.750 8.4702 14.77 Q V 11/06/03 UH -49 PROPOSED HYDROLOGY 15.833 8.5761 15.38 Q .V 15.917 8.6910 16.69 Q v 16.000 8.8244 19.36 Q• V 16.083 9.0120 27.24 Q • V 16.167 9.3083 43.03 Q V 16.250 9.7458 63.53 V Q 16.333 10.2602 74.70 V Q 16.417 10.7870 76.49 V Q 16.500 11.2034 60.46 V Q 16.583 11.4942 42.23 Q V 16.667 11.7025 30.24 Q V. 16.750 11.8610 23.02 Q V. 16.833 11.9856 18.09 Q• V. 16.917 12.0906 15.24 Q V 17.000 12.1889 14.28 Q V 17.083 12.2811 13.38 Q V 17.167 12.3647 12.14 Q V 17.250 12.4419 11.21 Q V 17.333 12.5147 10.58 Q V 17.417 12.5850 10.20 Q V 17.500 12.6529 9.87 Q V 17.583 12.7187 9.55 Q V 17.667 12.7825 9.26 Q v 17.750 12.8445 9.00 Q V 17.833 12.9047 8.75 Q V 17.917 12.9634 8.52 Q V 18.000 13.0207 8.32 Q V 18.083 13.0767 8.13 Q V 18.167 13.1317 7.98 Q V 18.250 13.1860 7.89 Q V 18.333 13.2399 7.83 Q V 18.417 13.2936 7.79 Q V 18.500 13.3468 7.73 Q V 18.583 13.3995 7.65 Q V 18.667 13.4516 7.56 Q V 18.750 13.5030 7.46 Q V 18.833 13.5536 7.36 Q V 18.917 13.6036 7.25 Q V 19.000 13.6529 7.16 Q V 19.083 13.7015 7.07 Q V 19.167 13.7496 6.98 Q V 19.250 13.7971 6.89 Q V 19.333 13.8440 6.81 Q V 19.417 13.8903 6.73 Q V 19.500 13.9361 6.65 Q V 19.583 13.9814 6.58 Q V 19.667 14.0263 6.51 Q V 19.750 14.0706 6.44 Q V 19.833 14.1145 6.38 Q V 19.917 14.1580 6.31 Q V 20.000 14.2010 6.25 Q V 20.083 14.2437 6.19 Q V 20.167 14.2859 6.13 Q V 20.250 14.3278 6.08 Q V 20.333 14.3693 6.02 Q V 20.417 14.4104 5.97 Q V 20.500 14.4511 5.92 Q V 20.583 14.4916 5.87 Q V 20.667 14.5317 5.82 Q V 20.750 14.5715 5.78 Q V 20.833 14.6109 5.73 Q V 20.917 14.6501 5.69 Q V 21.000 14.6889 5.64 Q V 21.083 14.7275 5.60 Q V 21.167 14.7658 5.56 Q V 21.250 14.8038 5.52 Q V 21.333 14.8415 5.48 Q V 11/06/03 LTH -50 PROPOSED HYDROLOGY 21.417 14.8790 5.44 Q V 21.500 14.9163 5.41 Q V 21.583 14.9532 5.37 Q V 21.667 14.9900 5.33 Q V 21.750 15.0265 5.30 Q V 21.833 15.0627 5.26 Q V 21.917 15.0987 5.23 Q V 22.000 15.1345 5.20 Q V 22.083 15.1701 5.17 Q V 22.167 15.2055 5.14 Q V 22.250 15.2406 5.10 Q V 22.333 15.2756 5.07 Q V 22.417 15.3103 5.05 Q V 22.500 15.3449 5.02 Q V 22.583 15.3793 4.99 Q V 22.667 15.4134 4.96 Q V 22.750 15.4474 4.93 Q V 22.833 15.4812 4.91 Q V 22.917 15.5148 4.88 Q V 23.000 15.5482 4.85 Q V 23.083 15.5815 4.83 Q V 23.167 15.6146 4.80 Q V 23.250 15.6475 4.78 Q V 23.333 15.6803 4.76 Q V. 23.417 15.7129 4.73 Q V. 23.500 15.7453 4.71 Q V. 23.583 15.7776 4.69 Q V. 23.667 15.8097 4.66 Q V. 23.750 15.8417 4.64 Q V. 23.633 15.8735 4.62 Q V. 23.917 15.9052 4.60 Q V. 24.000 15.9367 4.58 Q V. 24.083 15.9676 4.49 Q V. 24.167 15.9964 4.18 Q V. 24.250 16.0206 3.51 Q V. 24.333 16.0387 2.64 Q V. 24.417 16.0502 1.66 Q V. 24.500 16.0566 0.93 Q V. 24.583 16.0601 0.51 Q V. 24.667 16.0620 0.27 Q V•. 24.750 16.0629 0.14 Q V. 24.833 16.0635 0.08 Q V. 24.917 16.0639 0.06 Q V. 25.000 16.0641 0.04 Q V. 25.083 16.0642 0.01 Q V. 25.167 16.0642 0.00 Q V. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) I I V depth ----------- _effective I (and volume) I I I I II....V........ detention 1<-->I outflow basin I I......... ----------- I I \ I I dead I basin outlet V I storage 1 11/06/03 UH-51 PROPOSED HYDROLOGY OUTFLOW ---------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 1.98 0.210 3 2.00 5.61 0.450 4 2.20 7.93 0.500 5 2.50 14.78 0.580 6 3.00 24.42 0.730 7 4.00 34.53 1.040 8 5.00 42.29 1.410 9 6.00 48.84 1.820 10 7.00 54.60 2.280 11 8.00 59.81 2.810 12 9.00 64.61 3.400 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.083 0.000 0.07 0.00 0.00 0.0 0.000 0.167 0.000 0.36 0.00 0.01 0.0 0.003 0.250 0.000 1.01 0.00 0.04 0.1 0.009 0.333 0.000 1.87 0.00 0.10 0.1 0.021 0.417 0.000 2.84 0.00 0.19 0.3 0.039 0.500 0.000 3.57 0.00 0.29 0.5 0.060 0.583 0.000 4.00 0.00 0.40 0.7 0.083 0.667 0.000 4.24 0.00 0.51 0.9 0.106 0.750 0.000 4.38 0.00 0.61 1.1 0.129 0.833 0.000 4.45 0.00 0.72 1.3 0.150 0.917 0.000 4.48 0.00 0.81 1.5 0.171 1.000 0.000 4.51 0.00 0.91 1.7 0.190 1.083 0.000 4.55 0.00 0.99 1.9 0.209 1.167 0.000 4.57 0.00 1.06 2.1 0.226 1.250 0.000 4.58 0.00 1.13 2.3 0.241 1.333 0.000 4.59 0.00 1.19 2.6 0.255 1.417 0.000 4.60 0.00 1.24 2.8 0.268 1.500 0.000 4.61 0.00 1.29 2.9 0.279 1.583 0.000 4.62 0.00 1.33 3.1 0.290 1.667 0.000 4.63 0.00 1.37 3.3 0.299 1.750 0.000 4.64 0.00 1.41 3.4 0.308 1.833 0.000 4.66 0.00 1.44 3.5 0.316 1.917 0.000 4.67 0.00 1.47 3.6 0.323 2.000 0.000 4.68 0.00 1.50 3.7 0.329 2.083 0.000 4.69 0.00 1.52 3.8 0.335 2.167 0.000 4.70 0.00 1.54 3.9 0.341 11/06/03 UH -52 PROPOSED HYDROLOGY 2.250 0.000 4.71 0.00 1.56 4.0 0.346 2.333 0.000 4.72 0.00 1.58 4.1 0.350 2.417 0.000 4.74 0.00 1.60 4.1 0.354 2.500 0.000 4.75 0.00 1.62 4.2 0.358 2.583 0.000 4.76 0.00 1.63 4.2 0.362 2.667 0.000 4.77 0.00 1.65 4.3 0.365 2.750 0.000 4.78 0.00 1.66 4.3 0.368 2.833 0.000 4.80 0.00 1.67 4.4 0.371 2.917 0.000 4.81 0.00 1.68 4.4 0.373 3.000 0.000 4.82 0.00 1.69 4.5 0.376 3.083 0.000 4.83 0.00 1.70 4.5 0.378 3.167 0.000 4.84 0.00 1.71 4.5 0.380 3.250 0.000 4.86 0.00 1.72 4.6 0.382 3.333 0.000 4.87 0.00 1.72 4.6 0.384 3.417 0.000 4.88 0.00 1.73 4.6 0.386 3.500 0.000 4.90 0.00 1.74 4.7 0.387 3.583 0.000 4.91 0.00 1.75 4.7 0.389 3.667 0.000 4.92 0.00 1.75 4.7 0.391 3.750 0.000 4.94 0.00 1.76 4.7 0.392 3.833 0.000 4.95 0.00 1.76 4.7 0.393 3.917 0.000 4.96 0.00 1.77 4.8 0.395 4.000 0.000 4.98 0.00 1.78 4.8 0.396 4.083 0.000 4.99 0.00 1.78 4.8 0.397 4.167 0.000 5.01 0.00 1.79 4.8 0.399 4.250 0.000 5.02 0.00 1.79 4.8 0.400 4.333 0.000 5.03 0.00 1.80 4.9 0.401 4.417 0.000 5.05 0.00 1.80 4.9 0.402 4.500 0.000 5.06 0.00 1.81 4.9 0.403 4.583 0.000 5.08 0.00 1.81 4.9 0.405 4.667 0.000 5.09 0.00 1.82 4.9 0.406 4.750 0.000 5.11 0.00 1.82 4.9 0.407 4.833 0.000 5.12 0.00 1.82 5.0 0.408 4.917 0.000 5.14 0.00 1.83 5.0 0.409 5.000 0.000 5.15 0.00 1.83 5.0 0.410 5.083 0.000 5.17 0.00 1.84 5.0 0.411 5.167 0.000 5.19 0.00 1.84 5.0 0.412 5.250 0.000 5.20 0.00 1.85 5.0 0.413 5.333 0.000 5.22 0.00 1.85 5.1 0.414 5.417 0.000 5.23 0.00 1.86 5.1 0.415 ' 5.500 0.000 5.25 0.00 1.86 5.1 0.416 5.583 0.000 5.27 0.00 1.86 5.1 0.418 5.667 0.000 5.28 0.00 1.87 5.1 0.419 5.750 0.000 5.30 0.00 1.87 5.1 0.420 5.833 0.000 5.32 0.00 1.88 5.2 0.421 5.917 0.000 5.34 0.00 1.88 5.2 0.422 6.000 0.000 5.35 0.00 1.89 5.2 0.423 6.083 0.000 5.37 0.00 1.89 5.2 0.424 6.167 0.000 5.39 0.00 1.90 5.2 0.425 6.250 0.000 5.41 0.00 1.90 5.2 0.426 6.333 0.000 5.43 0.00 1.91 5.3 0.428 6.417 0.000 5.45 0.00 1.91 5.3 0.429 6.500 0.000 5.46 0.00 1.92 5.3 0.430 6.583 0.000 5.48 0.00 1.92 5.3 0.431 6.667 0.000 5.50 0.00 1.93 5.3 0.432 6.750 0.000 5.52 0.00 1.93 5.3 0.433 6.833 0.000 5.54 0.00 1.94 5.4 0.435 6.917 0.000 5.56 0.00 1.94 5.4 0.436 7.000 0.000 5.58 0.00 1.95 5.4 0.437 7.083 0.000 5.60 0.00 1.95 5.4 0.438 7.167 0.000 5.62 0.00 1.96 5.4 0.440 7.250 0.000 5.65 0.00 1.96 5.5 0.441 7.333 0.000 5.67 0.00 1.97 5.5 0.442 7.417 0.000 5.69 0.00 1.97 5.5 0.443 7.500 0.000 5.71 0.00 1.98 5.5 0.445 7.583 0.000 5.73 0.00 1.98 5.5 0.446 7.667 0.000 5.76 0.00 1.99 5.6 0.447 7.750 0.000 5.78 0.00 1.99 5.6 0.449 11/06/03 UH -53 PROPOSED HYDROLOGY 7.833 0.000 5.80 0.00 2.00 5.6 0.450 7.917 0.000 5.83 0.00 2.01 5.6 0.451 8.000 0.000 5.85 0.00 2.01 5.7 0.452 8.083 0.000 5.87 0.00 2.01 5.7 0.453 8.167 0.000 5.90 0.00 2.02 5.8 0.454 8.250 0.000 5.92 0.00 2.02 5.8 0.455 8.333 0.000 5.95 0.00 2.02 5.9 0.456 8.417 0.000 5.97 0.00 2.02 5.9 0.456 8.500 0.000 6.00 0.00 2.03 5.9 0.457 8.583 0.000 6.03 0.00 2.03 5.9 0.457 8.667 0.000 6.05 0.00 2.03 6.0 0.458 8.750 0.000 6.08 0.00 2.03 6.0 0.459 8.833 0.000 6.11 0.00 2.04 6.0 0.459 8.917 0.000 6.14 0.00 2.04 6.1 0.460 9.000 0.000 6.17 0.00 2.04 6.1 0.460 9.083 0.000 6.19 0.00 2.04 6.1 0.461 9.167 0.000 6.22 0.00 2.05 6.1 0.462 9.250 0.000 6.25 0.00 2.05 6.2 0.462 9.333 0.000 6.28 0.00 2.05 6.2 0.463 9.417 0.000 6.32 0.00 2.05 6.2 0.464 9.500 0.000 6.35 0.00 2.06 6.3 0.464 9.583 0.000 6.38 0.00 2.06 6.3 0.465 9.667 0.000 6.41 0.00 2.06 6.3 0.466 9.750 0.000 6.45 0.00 2.06 6.3 0.466 9.833 0.000 6.48 0.00 2.07 6.4 0.467 9.917 0.000 6.51 0.00 2.07 6.4 0.468 10.000 0.000 6.55 0.00 2.07 6.4 0.468 10.083 0.000 6.58 0.00 2.08 6.5 0.469 10.167 0.000 6.62 0.00 2.08 6.5 0.470 10.250 0.000 6.66 0.00 2.08 6.5 0.471 10.333 0.000 6.70 0.00 2.09 6.6 0.471 10.417 0.000 6.73 0.00 2.09 6.6 0.472 10.500 0.000 6.77 0.00 2.09 6.7 0.473 10.583 0.000 6.81 0.00 2.10 6.7 0.474 10.667 0.000 6.85 0.00 2.10 6.7 0.475 10.750 0.000 6.90 0.00 2.10 6.8 0.475 10.833 0.000 6.94 0.00 2.11 6.8 0.476 10.917 0.000 6.98 0.00 2.11 6.9 0.477 11.000 0.000 7.03 0.00 2.11 6.9 0.478 11.083 0.000 7.07 0.00 2.12 6.9 0.479 11.167 0.000 7.12 0.00 2.12 7.0 0.480 11.250 0.000 7.17 0.00 2.12 7.0 0.481 11.333 0.000 7.21 0.00 2.13 7.1 0.482 11.417 0.000 7.27 0.00 2.13 7.1 0.483 11.500 0.000 7.32 0.00 2.14 7.2 0.484 11.583 0.000 7.37 0.00 2.14 7.2 0.485 11.667 0.000 7.42 0.00 2.14 7.3 0.486 11.750 0.000 7.48 0.00 2.15 7.3 0.487 11.833 0.000 7.53 0.00 2.15 7.4 0.488 11.917 0.000 7.59 0.00 2.16 7.4 0.490 12.000 0.000 7.65 0.00 2.16 7.5 0.491 12.083 0.000 7.70 0.00 2.17 7.5 0.492 12.167 0.000 7.73 0.00 2.17 7.6 0.493 12.250 0.000 7.73 0.00 2.17 7.6 0.494 12.333 0.000 7.70 0.00 2.18 7.6 0.494 12.417 0.000 7.66 0.00 2.18 7.7 0.494 12.500 0.000 7.65 0.00 2.18 7.7 0.494 12.583 0.000 7.68 0.00 2.18 7.7 0.494 12.667 0.000 7.73 0.00 2.18 7.7 0.495 12.750 0.000 7.79 0.00 2.18 7.7 0.495 12.833 0.000 7.87 0.00 2.18 7.7 0.496 12.917 0.000 7.95 0.00 2.19 7.8 0.497 13.000 0.000 8.04 0.00 2.19 7.8 0.499 n� 13.083 0.000 8.12 0.00 2.20 7.9 0.500 13.167 0.000 8.22 0.00 2.21 8.0 0.502 13.250 0.000 8.31 0.00 2.21 8.1 0.503 13.333 0.000 8.41 0.00 2.22 8.2 0.504 11/06/03 UH -54 PROPOSED HYDROLOGY 13.417 0.000 8.52 0.00 2.22 8.3 0.505 13.500 0.000 8.63 0.00 2.23 8.4 0.507 13.583 0.000 8.75 0.00 2.23 8.6 0.508 13.667 0.000 8.86 0.00 2.23 8.7 0.509 13.750 0.000 8.99 0.00 2.24 8.8 0.511 13.833 0.000 9.12 0.00 2.25 8.9 0.512 13.917 0.000 9.26 0.00 2.25 9.0 0.514 14.000 0.000 9.40 0.00 2.26 9.2 0.515 14.083 0.000 9.55 0.00 2.26 9.3 0.517 14.167 0.000 9.69 0.00 2.27 9.5 0.519 14.250 0.000 9.82 0.00 2.28 9.6 0.520 14.333 0.000 9.94 0.00 2.28 9.7 0.522 14.417 0.000 10.07 0.00 2.29 9.9 0.523 14.500 0.000 10.23 0.00 2.29 10.0 0.525 14.583 0.000 10.42 0.00 2.30 10.1 0.527 14.667 0.000 10.64 0.00 2.31 10.3 0.529 14.750 0.000 10.88 0.00 2.32 10.5 0.531 14.833 0.000 11.14 0.00 2.33 10.7 0.534 14.917 0.000 11.44 0.00 2.34 11.0 0.537 15.000 0.000 11.75 0.00 2.35 11.3 0.541 15.083 0.000 12.10 0.00 2.37 11.6 0.544 15.167 0.000 12.47 0.00 2.38 11.9 0.548 15.250 0.000 12.90 0.00 2.40 12.3 0.553 15.333 0.000 13.37 0.00 2.42 12.7 0.558 15.417 0.000 13.85 0.00 2.44 13.1 0.563 15.500 0.000 14.22 0.00 2.45 13.5 0.568 15.583 0.000 14.41 0.00 2.47 13.9 0.571 15.667 0.000 14.55 0.00 2.48 14.2 0.574 15.750 0.000 14.77 0.00 2.49 14.4 0.577 15.833 0.000 15.38 0.00 2.51 14.7 0.582 15.917 0.000 16.69 0.00 2.54 15.2 0.592 16.000 0.000 19.36 0.00 2.61 16.2 0.613 16.083 0.000 27.24 0.00 2.80 18.8 0.671 16.167 0.000 43.03 0.00 3.24 23.8 0.804 16.250 0.000 63.53 0.00 3.97 30.5 1.031 16.333 0.000 74.70 0.00 4.68 37.0 1.291 16.417 0.000 76.49 0.00 5.29 42.0 1.528 16.500 0.000 60.46 0.00 5.55 45.0 1.635 16.583 0.000 42.23 0.00 5.49 45.7 1.611 - 16.667 0.000 30.24 0.00 5.25 44.7 l.bl 16.750 0.000 23.02 0.00 4.91 42.7 1.375 16.833 0.000 18.09 0.00 4.50 40.0 1.225 16.917 0.000 15.24 0.00 4..10 36.8 1.076 17.000 0.000 14.28 0.00 3.69 33.4 0.945 17.083 0.000 13.38 0.00 3.33 29.6 0.833 17.167 0.000 12.14 0.00 3.02 26.2 0.736 17.250 0.000 11.21 0.00 2.77 22.3 0.660 17.333 0.000 10.58 0.00 2.59 18.2 0.607 17.417 0.000 10.20 0.00 2.47 15.3 0.572 17.500 0.000 9.87 0.00 2.39 13.1 0.550 17.583 0.000 9.55 0.00 2.33 11.6 0.536 17.667 0.000 9.26 0.00 2.30 10.6 0.526 17.750 0.000 9.00 0.00 2.28 9.9 0.520 17.833 0.000 8.75 0.00 2.26 9.4 0.515 17.917 0.000 8.52 0.00 2.24 9.1 0.511 18.000 0.000 8.32 0.00 2.23 8.8 0.508 18.083 0.000 8.13 0.00 2.22 8.5 0.506 18.167 0.000 7.98 0.00 2.21 8.3 0.503 18.250 0.000 7.89 0.00 2.21 8.1 0.502 18.333 0.000 7.83 0.00 2.20 8.0 0.500 18.417 0.000 7.79 0.00 2.20 7.9 0.499 18.500 0.000 7.73 0.00 2.19 7.9 0.498 18.583 0.000 7.65 0.00 2.19 7.8 0.497 18.667 0.000 7.56 0.00 2.18 7.8 0.496 18.750 0.000 7.46 0.00 2.18 7.7 0.494 18.833 0.000 7.36 0.00 2.17 7.6 0.492 18.917 0.000 7.25 0.00 2.16 7.5 0.490 11/06/03 UH-55 PROPOSED HYDROLOGY 19.000 0.000 7.16 0.00 2.15 7.4 0.488 19.083 0.000 7.07 0.00 2.15 7.4 0.487 19.167 0.000 6.98 0.00 2.14 7.3 0.485 19.250 0.000 6.89 0.00 2.13 7.2 0.483 19.333 0.000 6.81 0.00 2.12 7.1 0.481 19.417 0.000 6.73 0.00 2.12 7.0 0.479 19.500 0.000 6.65 0.00 2.11 6.9 0.477 19.583 0.000 6.58 0.00 2.10 6.8 0.475 19.667 0.000 6.51 0.00 2.10 6.8 0.474 19.750 0.000 6.44 0.00 2.09 6.7 0.472 19.833 0.000 6.38 0.00 2.08 6.6 0.471 19.917 0.000 6.31 0.00 2.08 6.5 0.469 20.000 0.000 6.25 0.00 2.07 6.5 0.468 20.083 0.000 6.19 0.00 2.06 6.4 0.466 20.167 0.000 6.13 0.00 2.06 6.3 0.465 20.250 0.000 6.08 0.00 2.05 6.3 0.464 20.333 0.000 6.02 0.00 2.05 6.2 0.462 20.417 0.000 5.97 0.00 2.04 6.2 0.461 20.500 0.000 5.92 0.00 2.04 6.1 0.460 20.583 0.000 5.87 0.00 2.03 6.0 0.459 20.667 0.000 5.82 0.00 2.03 6.0 0.458 20.750 0.000 5.78 0.00 2.03 5.9 0.456 20.833 0.000 5.73 0.00 2.02 5.9 0.455 20.917 0.000 5.69 0.00 2.02 5.8 0.454 21.000 0.000 5.64 0.00 2.01 5.8 0.453 21.083 0.000 5.60 0.00 2.01 5.7 0.452 21.167 0.000 5.56 0.00 2.01 5.7 0.451 21.250 0.000 5.52 0.00 2.00 5.7 0.450 21.333 0.000 5.48 0.00 2.00 5.6 0.450 21.417 0.000 5.44 0.00 1.99 5.6 0.448 21.500 0.000 5.41 0.00 1.99 5.6 0.447 21.583 0.000 5.37 0.00 1.98 5.6 0.446 21.667 0.000 5.33 0.00 1.98 5.5 0.445 21.750 0.000 5.30 0.00 1.97 5.5 0.443 21.833 0.000 5.26 0.00 1.96 5.5 0.441 21.917 0.000 5.23 0.00 1.96 5.5 0.440 22.000 0.000 5.20 0.00 1.95 5.4 0.438 22.083 0.000 5.17 0.00 1.94 5.4 0.436 22.167 0.000 5.14 0.00 1.94 5.4 0.435 ' 22.250 0.000 5.10 0.00 1.93 5.4 0.433 22.333 0.000 5.07 0.00 1.92 5.3 0.431 22.417 0.000 5.05 0.00 1.91 5.3 0.429 22.500 0.000 5.02 0.00 1.91 5.3 0.427 22.583 0.000 4.99 0.00 1.90 5.3 0.426 22.667 0.000 4.96 0.00 1.89 5.2 0.424 22.750 0.000 4.93 0.00 1.88 5.2 0.422 22.833 0.000 4.91 0.00 1.88 5.2 0.420 22.917 0.000 4.88 0.00 1.87 5.1 0.418 23.000 0.000 4.85 0.00 1.86 5.1 0.416 23.083 0.000 4.83 0.00 1.85 5.1 0.415 23.167 0.000 4.80 0.00 1.85 5.1 0.413 23.250 0.000 4.78 0.00 1.84 5.0 0.411 23.333 0.000 4.76 0.00 1.83 5.0 0.409 23.417 0.000 4.73 0.00 1.82 5.0 0.408 23.500 0.000 4.71 0.00 1.82 5.0 0.406 23.583 0.000 4.69 0.00 1.81 4.9 0.404 23.667 0.000 4.66 0.00 1.80 4.9 0.403 23.750 0.000 4.64 0.00 1.80 4.9 0.401 23.833 0.000 4.62 0.00 1.79 4.9 0.399 23.917 0.000 4.60 0.00 1.78 4.8 0.398 24.000 0.000 4.58 0.00 1.78 4.8 0.396 24.083 0.000 4.49 0.00 1.77 4.8 0.394 24.167 0.000 4.18 0.00 1.75 4.7 0.390 24.250 0.000 3.51 0.00 1.72 4.6 0.382 24.333 0.000 2.64 0.00 1.67 4.5 0.370 24.417 0.000 1.66 0.00 1.59 4.3 0.352 24.500 0.000 0.93 0.00 1.50 4.0 0.331 LH-56 PROPOSED HYDROLOGY 11/06/03 24.583 0.000 0.51 0.00 1.41 3.6 0.309 24.667 0.000 0.27 0.00 1.33 3.3 0.288 24.750 0.000 0.14 0.00 1.24 3.0 0.268 24.833 0.000 0.08 0.00 1.17 2.7 0.250 24.917 0.000 0.06 0.00 1.10 2.5 0.234 25.000 0.000 0.04 0.00 1.04 2.2 0.219 25.083 0.000 0.01 0.00 0.98 2.0 0.205 25.167 0.000 0.00 0.00 0.91 1.9 0.192 25.250 0.000 0.00 0.00 0.86 1.8 0.180 25.333 0.000 0.00 0.00 0.80 1.6 0.169 25.417 0.000 0.00 0.00 0.75 1.5 0.158 25.500 0.000 0.00 0.00 0.70 1.4 0.148 25.583 0.000 0.00 0.00 0.66 1.4 0.139 25.667 0.000 0.00 0.00 0.62 1.3 0.130 25.750 0.000 0.00 0.00 0.58 1.2 0.122 25.833 0.000 0.00 0.00 0.54 1.1 0.114 25.917 0.000 0.00 0.00 0.51 1.0 0.107 26.000 0.000 0.00 0.00 0.48 1.0 0.100 26.083 0.000 0.00 0.00 0.45 0.9 0.094 26.167 0.000 0.00 0.00 0.42 0.9 0.088 26.250 0.000 0.00 0.00 0.39 0.8 0.082 26.333 0.000 0.00 0.00 0.37 0.8 0.077 26.417 0.000 0.00 0.00 0.34 0.7 0.072 26.500 0.000 0.00 0.00 0.32 0.7 0.068 26.583 0.000 0.00 0.00 0.30 0.6 0.064 26.667 0.000 0.00 0.00 0.28 0.6 0.060 26.750 0.000 0.00 0.00 0.27 0.5 0.056 26.833 0.000 0.00 0.00 0.25 0.5 0.052 26.917 0.000 0.00 0.00 0.23 0.5 0.049 27.000 0.000 0.00 0.00 0.22 0.4 0.046 27.083 0.000 0.00 0.00 0.21 0.4 0.043 27.167 0.000 0.00 0.00 0.19 0.4 0.040 27.250 0.000 0.00 0.00 0.18 0.4 0.038 27.333 0.000 0.00 0.00 0.17 0.3 0.035 27.417 0.000 0.00 0.00 0.16 0.3 0.033 27.500 0.000 0.00 0.00 0.15 0.3 0.031 27.583 0.000 0.00 0.00 0.14 0.3 0.029 27.667 0.000 0.00 0.00 0.13 0.3 0.027 27.750 0.000 0.00 0.00 0.12 0.2 0.026 27.833 0.000 0.00 0.00 0.11 0.2 0.024 27.917 0.000 0.00 0.00 0.11 0.2 0.023 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 16.064 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 16.064 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 11/06/03 UH -57 PROPOSED HYDROLOGY Q100 UNIT HYDROGRAPH Using A 2 Day Basin Routing Analysis 11/06/03 UH -58 PROPOSED HYDROLOGY Project: TR 16363 NE OF CITRUS AVE AND WALNUT "EI Date: 10/27/2003 685-1650 Engineer: MANUEL GONZALES Low loss fraction, Y -bar Notes: 100 Developed Set #1 0.42 Watershed area -averaged 30 -minute point rainfall 1.53 1st-24hr 2nd-24hr 1 Design Storm yr 100 2 Catchment Lag time hrs 0.33 3 Catchment Area acres 48.7 4 Base flow 5 S -graph 6 Maximum loss rate, Fm 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall 0.42 Watershed area -averaged 30 -minute point rainfall 1.53 Watershed area -averaged 1 -hour point rainfall inches Watershed area -averaged 3 -hour point rainfall 0.99 Watershed area -averaged 6 -hour point rainfall 3.95 Watershed area -averaged 24 -hour point rainfall 9 24-hour storm unit interval Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors (Fig E-4) — From Table B.1 of SBCHM (36% of P24) UH Input Q100.x1s cfs/sq mi 0 in/hr 0.47 5 -min 0.41 30 -min inches 0.57 0.21 inches 1.16 0.42 inches 1.53 0.55 inches 2.74 0.99 inches 3.95 1.42 inches 9.30 3.35 minutes 5 5 -min 0.980 30 -min 0.980 1 -hr 0.990 3 -hr 0.990 6 -hr 1.000 24 -hr 1.000 10/27/2003 TR 16363 NE OF CITRUS AVE AND WALNUT AVENUE 100 -YR STORM - DEVELOPED CONDITION 685-1650 8/28/2003 Low Loss Fraction & Maximum Loss Rate 24.55 min from Rational Method Study Lag = 100 Developed Lag = 0.33 hr Set # 1 Cover Area Soil type Area CN -II CN -III Ap % F F.C-6 Areal (onsite) R1(3-4) 27.7 A 27.7 32 52 0.6 0.34 0.74 Area2 (offsite) OpenBrshFair 15.5 A 15.5 46 66 1 0.32 0.54 Area3 (offsite dev) R1(2) 0.9 A 0.9 32 52 0.7 0.01 0.74 Area4 (Future) (R1(3-4) 4.6 A 4.6 32 52 0.6 0.06 0.74 Lag Time P-24 9.30 in Return Period 100 AMC Type III Tc = 24.55 min from Rational Method Study Lag = 19.64 min Lag = 0.33 hr Est Vol = 22 ac -ft Low Loss Fraction,Y-bar = 0.41 UH Input Q100.x1s 8/28/2003 several nested intervals to fit local recorded rainfall data. Additionally, the SCS storm pattern is further modified to include the necessary adjustments (reduction in shorter duration point precipitation values) due to watershed area effects. The procedures used to construct the 24-hour storm pattern and determine the associated rainfall depths adjusted for depth -area follow the U.S. Army Corps of Engineers methods as published in the HEC Training Document No. 15 (ref. 10). Details of the 24-hour storm pattern and the necessary adjustments for depth -area effects are contained in Section E. B.10. LONGER DURATION RAINFALL DATA The Agency's design storm criteria extends to a multiday design storm when needed to evaluate detention basin characteristics (sections F and G). The following tabulation provides a ratio of daily rainfalls to the peak 24- hour mass rainfall, and shall be used whenever rainfall data is inadequate to provide the quantities directly. (Table B.1 is an average relationship developed from the Claremont Pomona College and Lytle Creek PH rain gauges). TABLE B.I. MULTIDAY RAINFALL MASS RATIOS RAINFALL DURATION PEAK 24 -HOURS (PEAK 48 -HOURS) -(PEAK 24 -HOURS) (PEAK 72 -HOURS) -(PEAK 48 -HOURS) (PEAK 96 -HOURS) -(PEAK 72 -HOURS) (PEAK 120 -HOURS) -(PEAK 96 -HOURS) RATIO TO PEAK 24 -HOURS 1 0.36 0.19 0.15 0.10 **************************************************************************** F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * Q100 UNIT HYDROGRAPH AND BASIN ROUTING * WITH 2 DAY RAINFALL ANALYSIS * * ************************************************************************** FILE NAME: P:\685-1650\Drainage\UHQOOb.DAT TIME/DATE OF STUDY: 16:50 11/06/2003 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 48.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.330 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED BALANCED STORM PATTERN MULTIPLE DAY RAINFALL AND LOSS DATA: +-------------------+--------+--------+--------+--------+--------+ RAINFALL DEPTHS & I I I I I I LOSS RATES I DAY 1 1 DAY 2 1 DAY 3 1 DAY 4 1 DAY 5 1 15 -MINUTE (INCHES) 1 0.571 0.211 0.001 0.001 0.001 130 -MINUTE (INCHES) 1 1.161 0.421 0.001 0.001 0.001 1 1 -HOUR (INCHES) 1 1.531 0.551 0.001 0.001 0.001 3 -HOUR (INCHES) 1 2.741 0.991 0.001 0.001 0.001 1 6 -HOUR (INCHES) 1 3.951 1.421 0.001 0.001 0.001 124 -HOUR (INCHES) 1 9.301 3.351 0.001 0.001 0.001 LOSS RATE(IN/HR) 1 0.4701 0.4701 0.0001 0.0001 0.0001 LOW LOSS FRACTION 1 0.4101 0.4101 0.0001 0.0001 0.0001 +-------------------+--------+--------+--------+--------+--------+ *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.980 30 -MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 0.990 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.253 11/06/03 UH -59 PROPOSED HYDROLOGY ---- UNIT HYDROGRAPH DETERMINATION ----------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ----------------------------------------------------------------------- 1 1.514 8.917 2 7.563 35.625 3 21.192 80.275 4 39.300 106.647 5 60.508 124.906 6 77.221 98.437 7 87.385 59.862 8 93.068 33.467 9 96.350 19.332 10 98.021 9.844 11 98.565 3.205 12 99.039 2.788 13 99.512 2.788 14 99.986 2.788 15 100.000 0.084 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 19.8979 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 31.4237 ---------------------------------------------------------------------------- 11/06/03 UH -60 PROPOSED HYDROLOGY 2- D A Y D E S I G N S T 0 R M R U N O F F H Y D R 0 G R A P H (see HYDROLOGY MANUAL for Definition of "PEAK DAY") HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 25.0 50.0 75.0 100.0 ---------------------------------------------------------------------------- 0.083 0.0003 0.04 Q (PEAK DAY 2, HOUR 0.083) 0.167 0.0016 0.19 Q (PEAK DAY 2, HOUR 0.167) 0.250 0.0052 0.53 Q (PEAK DAY 2, HOUR 0.250) 0.333 0.0120 0.98 Q (PEAK DAY 2, HOUR 0.333) 0.417 0.0224 1.51 Q (PEAK DAY 2, HOUR 0.417) 0.500 0.0357 1.94 Q (PEAK DAY 2, HOUR 0.500) 0.583 0.0508 2.19 Q (PEAK DAY 2, HOUR 0.583) 0.667 0.0670 2.34 Q (PEAK DAY 2, HOUR 0.667) 0.750 0.0837 2.43 Q (PEAK DAY 2, HOUR 0.750) 0.833 0.1007 2.47 Q (PEAK DAY 2, HOUR 0.833) 0.917 0.1179 2.49 Q (PEAK DAY 2, HOUR 0.917) 1.000 0.1351 2.51 VQ (PEAK DAY 2, HOUR 1.000) 1.083 0.1525 2.53 VQ (PEAK DAY 2, HOUR 1.083) 1.167 0.1700 2.54 VQ (PEAK DAY 2, HOUR 1.167) 1.250 0.1876 2.55 VQ (PEAK DAY 2, HOUR 1.250) 1.333 0.2052 2.55 VQ (PEAK DAY 2, HOUR 1.333) 1.417 0.2228 2.56 VQ (PEAK DAY 2, HOUR 1.417) 1.500 0.2404 2.56 VQ (PEAK DAY 2, HOUR 1.500) 1.583 0.2581 2.57 VQ (PEAK DAY 2, HOUR 1.583) 1.667 0.2759 2.58 VQ (PEAK DAY 2, HOUR 1.667) 1.750 0.2937 2.58 VQ (PEAK DAY 2, HOUR 1.750) 1.833 0.3115 2.59 VQ (PEAK DAY 2, HOUR 1.833) 1.917 0.3293 2.59 VQ (PEAK DAY 2, HOUR 1.917) 2.000 0.3472 2.60 VQ (PEAK DAY 2, HOUR 2.000) 2.083 0.3652 2.60 VQ (PEAK DAY 2, HOUR 2.083) 2.167 0.3831 2.61 VQ (PEAK DAY 2, HOUR 2.167) 2.250 0.4011 2.62 VQ (PEAK DAY 2, HOUR 2.250) 2.333 0.4192 2.62 VQ 11/06/03 UH -61 PROPOSED HYDROLOGY (PEAK DAY 2, HOUR 2.333) 2.417 0.4373 2.63 VQ (PEAK DAY 2, HOUR 2.417) 2.500 0.4554 2.63 VQ (PEAK DAY 2, HOUR 2.500) 2.583 0.4736 2.64 VQ (PEAK DAY 2, HOUR 2.583) 2.667 0.4918 2.65 VQ (PEAK DAY 2, HOUR 2.667) 2.750 0.5101 2.65 VQ (PEAK DAY 2, HOUR 2.750) 2.833 0.5284 2.66 VQ (PEAK DAY 2, HOUR 2.833) 2.917 0.5467 2.66 VQ (PEAK DAY 2, HOUR 2.917) 3.000 0.5651 2.67 VQ (PEAK DAY 2, HOUR 3.000) 3.083 0.5836 2.68 VQ (PEAK DAY 2, HOUR 3.083) 3.167 0.6020 2.68 VQ (PEAK DAY 2, HOUR 3.167) 3.250 0.6206 2.69 VQ (PEAK DAY 2, HOUR 3.250) 3.333 0.6391 2.70 VQ (PEAK DAY 2, HOUR 3.333) 3.417 0.6577 2.70 VQ (PEAK DAY 2, HOUR 3.417) 3.500 0.6764 2.71 VQ (PEAK DAY 2, HOUR 3.500) 3.583 0.6951 2.72 VQ (PEAK DAY 2, HOUR 3.583) 3.667 0.7139 2.72 VQ (PEAK DAY 2, HOUR 3.667) 3.750 0.7327 2.73 VQ (PEAK DAY 2, HOUR 3.750) 3.833 0.7515 2.74 VQ (PEAK DAY 2, HOUR 3.833) 3.917 0.7704 2.74 VQ (PEAK DAY 2, HOUR 3.917) 4.000 0.7894 2.75 Q (PEAK DAY 2, HOUR 4.000) 4.083 0.8084 2.76 Q (PEAK DAY 2, HOUR 4.083) 4.167 0.8274 2.76 Q (PEAK DAY 2, HOUR 4.167) 4.250 0.8465 2.77 Q (PEAK DAY 2, HOUR 4.250) 4.333 0.8656 2.78 Q (PEAK DAY 2, HOUR 4.333) 4.417 0.8848 2.79 Q (PEAK DAY 2, HOUR 4.417) 4.500 0.9041 2.79 Q (PEAK DAY 2, HOUR 4.500) 4.583 0.9234 2.80 Q (PEAK DAY 2, HOUR 4.583) 4.667 0.9427 2.81 Q (PEAK DAY 2, HOUR 4.667) 4.750 0.9621 2.82 Q (PEAK DAY 2, HOUR 4.750) 4.833 0.9816 2.82 Q (PEAK DAY 2, HOUR 4.833) 4.917 1.0011 2.83 Q (PEAK DAY 2, HOUR 4.917) 5.000 1.0206 2.84 Q (PEAK DAY 2, HOUR 5.000) 5.083 1.0403 2.85 Q (PEAK DAY 2, HOUR 5.083) 11/06/03 UH -62 PROPOSED HYDROLOGY 5.167 1.0599 2.86 Q (PEAK DAY 2, HOUR 5.167) 5.250 1.0797 2.86 Q (PEAK DAY 2, HOUR 5.250) 5.333 1.0994 2.87 Q (PEAK DAY 2, HOUR 5.333) 5.417 1.1193 2.88 Q (PEAK DAY 2, HOUR 5.417) 5.500 1.1392 2.89 Q (PEAK DAY 2, HOUR 5.500) 5.583 1.1591 2.90 Q (PEAK DAY 2, HOUR 5.583) 5.667 1.1792 2.91 Q (PEAK DAY 2, HOUR 5.667) 5.750 1.1992 2.92 Q (PEAK DAY 2, HOUR 5.750) 5.833 1.2194 2.92 Q (PEAK DAY 2, HOUR 5.833) 5.917 1.2396 2.93 Q (PEAK DAY 2, HOUR 5.917) 6.000 1.2598 2.94 Q (PEAK DAY 2, HOUR 6.000) 6.083 1.2802 2.95 Q (PEAK DAY 2, HOUR 6.083) 6.167 1.3005 2.96 Q (PEAK DAY 2, HOUR 6.167) 6.250 1.3210 2.97 Q (PEAK DAY 2, HOUR 6.250) 6.333 1.3415 2.98 Q (PEAK DAY 2, HOUR 6.333) 6.417 1.3621 2.99 Q (PEAK DAY 2, HOUR 6.417) 6.500 1.3827 3.00 Q (PEAK DAY 2, HOUR 6.500) 6.583 1.4034 3.01 Q (PEAK DAY 2, HOUR 6.583) 6.667 1.4242 3.02 Q (PEAK DAY 2, HOUR 6.667) 6.750 1.4451 3.03 Q (PEAK DAY 2, HOUR 6.750) 6.833 1.4660 3.04 Q (PEAK DAY 2, HOUR 6.833) 6.917 1.4870 3.05 Q (PEAK DAY 2, HOUR 6.917) 7.000 1.5080 3.06 Q (PEAK DAY 2, HOUR 7.000) 7.083 1.5291 3.07 Q (PEAK DAY 2, HOUR 7.083) 7.167 1.5503 3.08 Q (PEAK DAY 2, HOUR 7.167) 7.250 1.5716 3.09 QV (PEAK DAY 2, HOUR 7.250) 7.333 1.5930 3.10 QV (PEAK DAY 2, HOUR 7.333) 7.417 1.6144 3.11 .QV (PEAK DAY 2, HOUR 7.417) 7.500 1.6359 3.12 QV (PEAK DAY 2, HOUR 7.500) 7.583 1.6575 3.13 QV (PEAK DAY 2, HOUR 7.583) 7.667 1.6791 3.14 QV (PEAK DAY 2, HOUR 7.667) 7.750 1.7009 3.16 QV (PEAK DAY 2, HOUR 7.750) 7.833 1.7227 3.17 QV (PEAK DAY 2, HOUR 7.833) 7.917 1.7446 3.18 QV 11/06/03 UH -63 PROPOSED HYDROLOGY (PEAK DAY 2, HOUR 7.917) 8.000 1.7666 3.19 QV (PEAK DAY 2, HOUR 8.000) 8.083 1.7886 3.20 QV (PEAK DAY 2, HOUR 8.083) 8.167 1.8108 3.22 QV (PEAK DAY 2, HOUR 8.167) 8.250 1.8330 3.23 QV (PEAK DAY 2, HOUR 8.250) 8.333 1.8553 3.24 QV (PEAK DAY 2, HOUR 8.333) 8.417 1.8777 3.25 QV (PEAK DAY 2, HOUR 8.417) 8.500 1.9002 3.27 QV (PEAK DAY 2, HOUR 8.500) 8.583 1.9228 3.28 QV (PEAK DAY 2, HOUR 8.583) 8.667 1.9455 3.29 QV (PEAK DAY 2, HOUR 8.667) 8.750 1.9683 3.31 QV (PEAK DAY 2, HOUR 8.750) 8.833 1.9912 3.32 QV (PEAK DAY 2, HOUR 8.833) 8.917 2.0142 3.34 QV (PEAK DAY 2, HOUR 8.917) 9.000 2.0372 3.35 QV (PEAK DAY 2, HOUR 9.000) 9.083 2.0604 3.36 QV (PEAK DAY 2, HOUR 9.083) 9.167 2.0837 3.38 QV (PEAK DAY 2, HOUR 9.167) 9.250 2.1070 3.39 QV (PEAK DAY 2, HOUR 9.250) 9.333 2.1305 3.41 QV (PEAK DAY 2, HOUR 9.333) 9.417 2.1541 3.42 QV (PEAK DAY 2, HOUR 9.417) 9.500 2.1778 3.44 QV (PEAK DAY 2, HOUR 9.500) 9.583 2.2016 3.46 QV (PEAK DAY 2, HOUR 9.583) 9.667 2.2255 3.47 QV (PEAK DAY 2, HOUR 9.667) 9.750 2.2495 3.49 QV (PEAK DAY 2, HOUR 9.750) 9.833 2.2737 3.51 QV (PEAK DAY 2, HOUR 9.833) 9.917 2.2980 3.52 QV (PEAK DAY 2, HOUR 9.917) 10.000 2.3223 3.54 QV (PEAK DAY 2, HOUR 10.000) 10.083 2.3468 3.56 QV (PEAK DAY 2, HOUR 10.083) 10.167 2.3715 3.58 Q V (PEAK DAY 2, HOUR 10.167) 10.250 2.3962 3.59 Q V (PEAK DAY 2, HOUR 10.250) 10.333 2.4211 3.61 Q V (PEAK DAY 2, HOUR 10.333) 10.417 2.4461 3.63 Q V (PEAK DAY 2, HOUR 10.417) 10.500 2.4713 3.65 Q V (PEAK DAY 2, HOUR 10.500) 10.583 2.4966 3.67 Q V (PEAK DAY 2, HOUR 10.583) 10.667 2.5220 3.69 Q V (PEAK DAY 2, HOUR 10.667) 11/06/03 UH -64 PROPOSED HYDROLOGY 10.750 2.5476 3.71 Q V (PEAK DAY 2, HOUR 10.750) 10.833 2.5733 3.73 Q V (PEAK DAY 2, HOUR 10.833) 10.917 2.5992 3.76 Q V (PEAK DAY 2, HOUR 10.917) 11.000 2.6252 3.78 Q V (PEAK DAY 2, HOUR 11.000) 11.083 2.6513 3.80 Q V (PEAK DAY 2, HOUR 11.083) 11.167 2.6777 3.82 Q V (PEAK DAY 2, HOUR 11.167) 11.250 2.7042 3.85 Q V (PEAK DAY 2, HOUR 11.250) 11.333 2.7308 3.87 Q V (PEAK DAY 2, HOUR 11.333) 11.417 2.7577 3.90 Q V (PEAK DAY 2, HOUR 11.417) 11.500 2.7847 3.92 Q V (PEAK DAY 2, HOUR 11.500) 11.583 2.8118 3.95 Q V (PEAK DAY 2, HOUR 11.583) 11.667 2.8392 3.97 Q V (PEAK DAY 2, HOUR 11.667) 11.750 2.8667 4.00 Q V (PEAK DAY 2, HOUR 11.750) 11.833 2.8945 4.03 Q V (PEAK DAY 2, HOUR 11.833) 11.917 2.9224 4.06 Q V (PEAK DAY 2, HOUR 11.917) 12.000 2.9505 4.08 Q V (PEAK DAY 2, HOUR 12.000) 12.083 2.9788 4.11 Q V (PEAK DAY 2, HOUR 12.083) 12.167 3.0071 4.11 Q V (PEAK DAY 2, HOUR 12.167) 12.250 3.0351 4.07 Q V (PEAK DAY 2, HOUR 12.250) 12.333 3.0627 4.01 Q V (PEAK DAY 2, HOUR 12.333) 12.417 3.0898 3.93 Q V (PEAK DAY 2, HOUR 12.417) 12.500 3.1165 3.88 Q V (PEAK DAY 2, HOUR 12.500) 12.583 3.1431 3.86 Q V (PEAK DAY 2, HOUR 12.583) 12.667 3.1697 3.87 Q V (PEAK DAY 2, HOUR 12.667) 12.750 3.1966 3.90 Q V (PEAK DAY 2, HOUR 12.750) 12.833 3.2236 3.93 Q V (PEAK DAY 2, HOUR 12.833) 12.917 3.2509 3.97 Q V (PEAK DAY 2, HOUR 12.917) 13.000 3.2785 4.01 Q V (PEAK DAY 2, HOUR 13.000) 13.083 3.3064 4.05 Q V (PEAK DAY 2, HOUR 13.083) 13.167 3.3347 4.10 Q V (PEAK DAY 2, HOUR 13.167) 13.250 3.3632 4.15 Q V (PEAK DAY 2, HOUR 13.250) 13.333 3.3921 4.20 Q V (PEAK DAY 2, HOUR 13.333) 13.417 3.4214 4.25 Q V (PEAK DAY 2, HOUR 13.417) 13.500 3.4510 4.31 Q V 11/06/03 UH -65 PROPOSED HYDROLOGY (PEAK DAY 2, HOUR 13.500) 13.583 3.4811 4.36 Q V (PEAK DAY 2, HOUR 13.583) 13.667 3.5116 4.42 Q V (PEAK DAY 2, HOUR 13.667) 13.750 3.5425 4.49 Q V (PEAK DAY 2, HOUR 13.750) 13.833 3.5738 4.55 Q V (PEAK DAY 2, HOUR 13.833) 13.917 3.6056 4.62 Q V (PEAK DAY 2, HOUR 13.917) 14.000 3.6380 4.69 Q V (PEAK DAY 2, HOUR 14.000) 14.083 3.6708 4.77 Q V (PEAK DAY 2, HOUR 14.083) 14.167 3.7042 4.84 Q V (PEAK DAY 2, HOUR 14.167) 14.250 3.7380 4.91 Q V (PEAK DAY 2, HOUR 14.250) 14.333 3.7723 4.98 Q V (PEAK DAY 2, HOUR 14.333) 14.417 3.8072 5.06 Q V (PEAK DAY 2, HOUR 14.417) 14.500 3.8425 5.14 Q V (PEAK DAY 2, HOUR 14.500) 14.583 3.8786 5.24 Q V (PEAK DAY 2, HOUR 14.583) 14.667 3.9154 5.35 Q V (PEAK DAY 2, HOUR 14.667) 14.750 3.9531 5.47 Q V (PEAK DAY 2, HOUR 14.750) 14.833 3.9917 5.60 Q V (PEAK DAY 2, HOUR 14.833) 14.917 4.0313 5.75 Q V (PEAK DAY 2, HOUR 14.917) 15.000 4.0720 5.91 Q V (PEAK DAY 2, HOUR 15.000) 15.083 4.1139 6.08 Q V (PEAK DAY 2, HOUR 15.083) 15.167 4.1571 6.27 Q V (PEAK DAY 2, HOUR 15.167) 15.250 4.2017 6.49 Q V (PEAK DAY 2, HOUR 15.250) 15.333 4.2480 6.72 Q V (PEAK DAY 2, HOUR 15.333) 15.417 4.2960 6.96 Q V (PEAK DAY 2, HOUR 15.417) 15.500 4.3452 7.15 Q V (PEAK DAY 2, HOUR 15.500) 15.583 4.3952 7.26 Q V (PEAK DAY 2, HOUR 15.583) 15.667 4.4458 7.34 Q V (PEAK DAY 2, HOUR 15.667) 15.750 4.4970 7.45 Q V (PEAK DAY 2, HOUR 15.750) 15.833 4.5504 7.74 Q V (PEAK DAY 2, HOUR 15.833) 15.917 4.6079 8.35 Q V (PEAK DAY 2, HOUR 15.917) 16.000 4.6728 9.42 Q V (PEAK DAY 2, HOUR 16.000) 16.083 4.7572 12.26 Q V (PEAK DAY 2, HOUR 16.083) 16.167 4.8795 17.75 VQ (PEAK DAY 2, HOUR 16.167) 16.250 5.0534 25.25 V Q (PEAK DAY 2, HOUR 16.250) 11/06/03 UH -66 PROPOSED HYDROLOGY 16.333 5.2558 29.38 V Q (PEAK DAY 2, HOUR 16.333) 16.417 5.4696 31.05 V Q (PEAK DAY 2, HOUR 16.417) 16.500 5.6480 25.90 V Q (PEAK DAY 2, HOUR 16.500) 16.583 5.7791 19.04 Q (PEAK DAY 2, HOUR 16.583) 16.667 5.8762 14.10 Q V (PEAK DAY 2, HOUR 16.667) 16.750 5.9532 11.18 Q V (PEAK DAY 2, HOUR 16.750) 16.833 6.0160 9.12 Q V (PEAK DAY 2, HOUR 16.833) 16.917 6.0686 7.63 Q V (PEAY DAY 2, HOUR 16.917) 17.000 6.1174 7.09 Q V (PEAK DAY 2, HOUR 17.000) 17.083 6.1634 6.68 Q V (PEAK DAY 2, HOUR 17.083) 17.167 6.2067 6.29 Q V (PEAK DAY 2, HOUR 17.167) 17.250 6.2454 5.61 Q V (PEAK DAY 2, HOUR 17.250) 17.333 6.2822 5.35 Q V (PEAK DAY 2, HOUR 17.333) 17.417 6.3177 5.15 Q V (PEAK DAY 2, HOUR 17.417) 17.500 6.3519 4.97 Q V (PEAK DAY 2, HOUR 17.500) 17.583 6.3850 4.81 Q V (PEAK DAY 2, HOUR 17.583) 17.667 6.4170 4.65 Q V (PEAK DAY 2, HOUR 17.667) 17.750 6.4481 4.52 Q V (PEAK DAY 2, HOUR 17.750) 17.833 6.4784 4.39 Q V (PEAK DAY 2, HOUR 17.833) 17.917 6.5078 4.27 Q V . (PEAK DAY 2, HOUR 17.917) 18.000 6.5365 4.17 Q V . (PEAK DAY 2, HOUR 18.000) 18.083 6.5646 4.08 Q V (PEAK DAY 2, HOUR 18.083) 18.167 6.5922 4.02 Q V (PEAK DAY 2, HOUR 18.167) 18.250 6.6198 4.00 Q V (PEAK DAY 2, HOUR 18.250) 18.333 6.6475 4.02 Q V (PEAK DAY 2, HOUR 18.333) 18.417 6.6754 4.05 Q V (PEAK DAY 2, HOUR 18.417) 18.500 6.7034 4.07 Q V . (PEAK DAY 2, HOUR 18.500) 18.583 6.7314 4.06 Q V (PEAK DAY 2, HOUR 18.583) 18.667 6.7591 4.03 Q V (PEAK DAY 2, HOUR 18.667) 18.750 6.7866 3.99 Q V (PEAK DAY 2, HOUR 18.750) 18.833 6.8138 3.94 Q V (PEAK DAY 2, HOUR 18.833) 18.917 6.8406 3.90 Q V (PEAK DAY 2, HOUR 18.917) 19.000 6.8671 3.85 Q V (PEAK DAY 2, HOUR 19.000) 19.083 6.8933 3.80 Q V 11/06/03 UH -67 PROPOSED HYDROLOGY (PEAK DAY 2, HOUR 19.083) 19.167 6.9192 3.76 Q v . (PEAK DAY 2, HOUR 19.167) 19.250 6.9448 3.72 Q V . (PEAK DAY 2, HOUR 19.250) 19.333 6.9701 3.68 Q v . (PEAK DAY 2, HOUR 19.333) 19.417 6.9952 3.64 Q V . (PEAK DAY 2, HOUR 19.417) 19.500 7.0200 3.60 Q v . (PEAK DAY 2, HOUR 19.500) 19.583 7.0445 3.56 Q v . (PEAK DAY 2, HOUR 19.583) 19.667 7.0688 3.53 Q v . (PEAK DAY 2, HOUR 19.667) 19.750 7.0929 3.49 Q V. (PEAK DAY 2, HOUR 19.750) 19.833 7.1167 3.46 Q V. (PEAK DAY 2, HOUR 19.833) 19.917 7.1403 3.43 Q V. (PEAK DAY 2, HOUR 19.917) 20.000 7.1637 3.40 Q V. (PEAK DAY 2, HOUR 20.000) 20.083 7.1869 3.37 Q V. (PEAK DAY 2, HOUR 20.083) 20.167 7.2099 3.34 Q V. (PEAK DAY 2, HOUR 20.167) 20.250 7.2327 3.31 Q V. (PEAK DAY 2, HOUR 20.250) 20.333 7.2553 3.28 Q V. (PEAK DAY 2, HOUR 20.333) 20.417 7.2778 3.26 Q V. (PEAK DAY 2, HOUR 20.417) 20.500 7.3000 3.23 Q V. (PEAK DAY 2, HOUR 20.500) 20.583 7.3221 3.21 Q V. (PEAK DAY 2, HOUR 20.583) 20.667 7.3440 3.18 Q V• (PEAK DAY 2, HOUR 20.667) 20.750 7.3658 3.16 Q V• (PEAK DAY 2, HOUR 20.750) 20.833 7.3874 3.14 Q V. (PEAK DAY 2, HOUR 20.833) 20.917 7.4088 3.11 Q V. (PEAK DAY 2, HOUR 20.917) 21.000 7.4301 3.09 Q V. (PEAK DAY 2, HOUR 21.000) 21.083 7.4512 3.07 Q V. (PEAK DAY 2, HOUR 21.083) 21.167 7.4722 3.05 Q V. (PEAK DAY 2, HOUR 21.167) 21.250 7.4931 3.03 Q V• (PEAK DAY 2, HOUR 21.250) 21.333 7.5138 3.01 Q V. (PEAK DAY 2, HOUR 21.333) 21.417 7.5344 2.99 Q V• (PEAK DAY 2, HOUR 21.417) 21.500 7.5549 2.97 Q V. (PEAK DAY 2, HOUR 21.500) 21.583 7.5752 2.95 Q V• (PEAK DAY 2, HOUR 21.583) 21.667 7.5954 2.93 Q V. (PEAK DAY 2, HOUR 21.667) 21.750 7.6155 2.92 Q V• (PEAK DAY 2, HOUR 21.750) 21.833 7.6355 2.90 Q V. (PEAK DAY 2, HOUR 21.833) 11/06/03 UH -68 PROPOSED HYDROLOGY 21.917 7.6553 2.88 Q V. (PEAK DAY 2, HOUR 21.917) 22.000 7.6751 2.87 Q V. (PEAK DAY 2, HOUR 22.000) 22.083 7.6947 2.85 Q V. (PEAK DAY 2, HOUR 22.083) 22.167 7.7142 2.83 Q V. (PEAK DAY 2, HOUR 22.167) 22.250 7.7336 2.82 Q V. (PEAK DAY 2, HOUR 22.250) 22.333 7.7529 2.80 Q V. (PEAK DAY 2, HOUR 22.333) 22.417 7.7721 2.79 Q V. (PEAK DAY 2, HOUR 22.417) 22.500 7.7912 2.77 Q V. (PEAK DAY 2, HOUR 22.500) 22.583 7.8102 2.76 Q V. (PEAK DAY 2, HOUR 22.583) 22.667 7.8291 2.74 Q V. (PEAK DAY 2, HOUR 22.667) 22.750 7.8480 2.73 Q V. (PEAK DAY 2, HOUR 22.750) 22.833 7.8667 2.72 Q V (PEAK DAY 2, HOUR 22.833) 22.917 7.8853 2.70 Q V (PEAK DAY 2, HOUR 22.917) 23.000 7.9038 2.69 Q V (PEAK DAY 2, HOUR 23.000) 23.083 7.9223 2.68 Q V (PEAK DAY 2, HOUR 23.083) 23.167 7.9406 2.67 Q V (PEAK DAY 2., HOUR 23.167) 23.250 7.9589 2.65 Q V (PEAK DAY 2, HOUR 23.250) 23.333 7.9771 2.64 Q V (PEAK DAY 2, HOUR 23.333) 23.417 7.9952 2.63 Q V (PEAK DAY 2, HOUR 23.417) 23.500 8.0132 2.62 Q V (PEAK DAY 2, HOUR 23.500) 23.583 8.0311 2.60 Q V (PEAK DAY 2, HOUR 23.583) 23.667 8.0490 2.59 Q V (PEAK DAY 2, HOUR 23.667) 23.750 8.0668 2.58 Q V (PEAK DAY 2, HOUR 23.750) 23.833 8.0845 2.57 Q V (PEAK DAY 2, HOUR 23.833) 23.917 8.1021 2.56 Q V (PEAK DAY 2, HOUR 23.917) 24.000 8.1197 2.55 Q V (PEAK DAY 2, HOUR 24.000) 24.083 8.1376 2.61 Q V (PEAK DAY 1, HOUR 0.083) 24.167 8.1573 2.86 Q V (PEAK DAY 1, HOUR 0.167) 24.250 8.1812 3.46 Q V (PEAK DAY 1, HOUR 0.250) 24.333 8.2105 4.26 Q V (PEAK DAY 1, HOUR 0.333) 24.417 8.2463 5.20 Q V (PEAK DAY 1, HOUR 0.417) 24.500 8.2873 5.95 Q V 40 (PEAK DAY 1, HOUR 0.500) 24.583 8.3314 6.41 Q V (PEAK DAY 1, HOUR 0.583) 24.667 8.3773 6.67 Q V 11/06/03 UH -69 PROPOSED HYDROLOGY (PEAK DAY 1, HOUR 0.667) 24.750 8.4243 6.83 Q V (PEAK DAY 1, HOUR 0.750) 24.833 8.4720 6.91 Q V (PEAK DAY 1, HOUR 0.833) 24.917 8.5198 6.95 Q V (PEAK DAY 1, HOUR 0.917) 25.000 8.5680 6.99 Q V (PEAK DAY 1, HOUR 1.000) 25.083 8.6163 7.02 Q V (PEAK DAY 1, HOUR 1.083) 25.167 8.6649 7.06 Q a (PEAK DAY 1, HOUR 1.167) 25.250 8.7137 7.07 Q V (PEAK DAY 1, HOUR 1.250) 25.333 8.7625 7.09 Q v (PEAK DAY 1, HOUR 1.333) 25.417 8.8114 7.10 Q v (PEAK DAY 1, HOUR 1.417) 25.500 8.8604 7.12 Q v (PEAK DAY 1, HOUR 1.500) 25.583 8.9096 7.13 Q v (PEAK DAY 1, HOUR 1.583) 25.667 8.9588 7.15 Q v (PEAK DAY 1, HOUR 1.667) 25.750 9.0081 7.17 Q v (PEAK DAY 1, HOUR 1.750) 25.833 9.0576 7.18 Q v (PEAK DAY 1, HOUR 1.833) 25.917 9.1072 7.20 Q v (PEAK DAY 1, HOUR 1.917) 26.000 9.1568 7.21 Q V (PEAK DAY 1, HOUR 2.000) 26.083 9.2066 7.23 Q v (PEAK DAY 1, HOUR 2.083) 26.167 9.2565 7.24 Q V (PEAK DAY 1, HOUR 2.167) 26.250 9.3065 7.26 Q V (PEAK DAY 1, HOUR 2.250) 26.333 9.3566 7.28 Q V (PEAK DAY 1, HOUR 2.333) 26.417 9.4069 7.29 Q v (PEAK DAY 1, HOUR 2.417) 26.500 9.4572 7.31 Q V (PEAK DAY 1, HOUR 2.500) 26.583 9.5077 7.33 Q V (PEAK DAY 1, HOUR 2.563) 26.667 9.5583 7.34 Q v (PEAK DAY 1, HOUR 2.667) 26.750 9.6090 7.36 Q V (PEAK DAY 1, HOUR 2.750) 26.833 9.6598 7.38 Q v (PEAK DAY 1, HOUR 2.833) 26.917 9.7107 7.40 Q V (PEAK DAY 1, HOUR 2.917) 27.000 9.7618 7.41 Q V (PEAK DAY 1, HOUR 3.000) 27.083 9.6130 7.43 Q V (PEAK DAY 1, HOUR 3.083) 27.167 9.8643 7.45 Q V (PEAK DAY 1, HOUR 3.167) 27.250 9.9157 7.47 Q V (PEAK DAY 1, HOUR 3.250) 27.333 9.9672 7.49 Q V (PEAK DAY 1, HOUR 3.333) 27.417 10.0189 7.50 Q V (PEAK DAY 1, HOUR, 3.417) 11/06/03 UH -70 PROPOSED HYDROLOGY PROPOSED HYDROLOGY 27.500 10.0707 7.52 Q V (PEAK DAY 1, HOUR 3.500) 27.583 10.1226 7.54 Q V (PEAK DAY 1, HOUR 3.583) 27.667 10.1747 7.56 Q V (PEAK DAY 1, HOUR 3.667) 27.750 10.2269 7.58 Q V (PEAK DAY 1, HOUR 3.750) 27.633 10.2792 7.60 Q V (PEAK DAY 1, HOUR 3.833) 27.917 10.3317 7.62 Q V (PEAK DAY 1, HOUR 3.917) 28.000 10.3843 7.64 Q V (PEAK DAY 1, HOUR 4.000) 28.083 10.4370 7.66 Q V (PEAK DAY 1, HOUR 4.083) 28.167 10.4899 7.68 Q V (PEAK DAY 1, HOUR 4.167) 28.250 10.5429 7.70 Q V (PEAK DAY 1, HOUR 4.250) 28.333 10.5960 7.72 Q V (PEAK DAY 1, HOUR 4.333) 28.417 10.6493 7.74 Q V (PEAK DAY 1, HOUR 4.417) 28.500 10.7027 7.76 Q V (PEAK DAY 1, HOUR 4.500) 28.583 10.7563 7.78 Q V (PEAK DAY 1, HOUR 4.583) 28.667 10.8100 7.80 Q V (PEAK DAY 1, HOUR 4.667) 28.750 10.8638 7.82 Q V (PEAK DAY 1, HOUR 4.750) 28.833 10.9179 7.84 Q V (PEAK DAY 1, HOUR 4.833) 28.917 10.9720 7.86 Q V (PEAK DAY 1, HOUR 4.917) 29.000 11.0263 7.89 Q V (PEAK DAY 1, HOUR 5.000) 29.083 11.0808 7.91 Q v (PEAK DAY 1, HOUR 5.083) 29.167 11.1354 7.93 Q V (PEAK DAY 1, HOUR 5.167) 29.250 11.1902 7.95 Q V (PEAK DAY 1, HOUR 5.250) 29.333 11.2451 7.98 Q V (PEAK DAY 1, HOUR 5.333) 29.417 11.3002 8.00 Q V (PEAK DAY 1, HOUR 5.417) 29.500 11.3554 8.02 Q V (PEAK DAY 1, HOUR 5.500) 29.583 11.4108 8.05 Q V (PEAK DAY 1, HOUR 5.583) 29.667 11.4664 8.07 Q V (PEAK DAY 1, HOUR 5.667) 29.750 11.5221 8.09 Q V (PEAK DAY 1, HOUR 5.750) 29.833 11.5780 8.12 Q V (PEAK DAY 1, HOUR 5.833) 29.917 11.6341 8.14 Q V (PEAK DAY 1, HOUR 5.917) 30.000 11.6904 8.17 Q V (PEAK DAY 1, HOUR 6.000) 30.083 11.7468 8.19 Q V (PEAK DAY 1, HOUR 6.083) 30.167 11.8034 8.22 Q V (PEAK DAY 1, HOUR 6.167) 30.250 11.8601 8.24 Q V 11/06/03 UH -71 PROPOSED HYDROLOGY (PEAK DAY 1, HOUR 6.250) 30.333 11.9171 8.27 Q V (PEAK DAY 1, HOUR 6.333) 30.417 11.9742 8.30 Q V �,�� J 'tIMM� ( PEAK DAY 1, HOUR 6.417) 30.500 12.0315 8.32 Q V (PEAK DAY 1, HOUR 6.500) 30.583 12.0890 8.35 Q V (PEAK DAY 1, HOUR 6.583) 30.667 12.1467 8.38 Q V (PEAK DAY 1, HOUR 6.667) 30.750 12.2046 8.40 Q V (PEAK DAY 1, HOUR 6.750) 30.833 12.2626 8.43 Q V (PEAK DAY 1, HOUR 6.833) 30.917 12.3209 8.46 Q V (PEAK DAY 1, HOUR 6.917) 31.000 12.3794 8.49 Q V (PEAK DAY 1, HOUR 7.000) 31.083 12.4380 8.52 Q V (PEAK DAY 1, HOUR 7.083) 31.167 12.4969 8.55 Q V (PEAK DAY 1, HOUR 7.167) 31.250 12.5559 8.58 Q V (PEAK DAY 1, HOUR 7.250) 31.333 12.6152 8.61 Q V (PEAK DAY 1, HOUR 7.333) 31.417 12.6747 8.64 Q V (PEAK DAY 1, HOUR 7.417) 31.500 12.7344 8.67 Q V (PEAK DAY 1, HOUR 7.500) 31.583 12.7943 8.70 Q V (PEAK DAY 1, HOUR 7.563) 31.667 12.8544 8.73 Q V fir• (PEAK DAY 1, HOUR 7.667) 31.750 12.9147 8.76 Q V (PEAK DAY 1, HOUR 7.750) 31.833 12.9753 8.79 Q V (PEAK DAY 1, HOUR 7.833) 31.917 13.0361 8.83 Q V (PEAK DAY 1, HOUR 7.917) 32.000 13.0971 8.86 Q V (PEAK DAY 1, HOUR 8.000) 32.083 13.1584 8.89 Q V (PEAK DAY 1, HOUR 8.083) 32.167 13.2198 8.93 Q V (PEAK DAY 1, HOUR 8.167) 32.250 13.2816 8.96 Q V (PEAK DAY 1, HOUR 8.250) 32.333 13.3435 9.00 Q V (PEAK DAY 1, HOUR 8.333) 32.417 13.4058 9.03 Q V (PEAK DAY 1, HOUR 8.417) 32.500 13.4682 9.07 Q V (PEAK DAY 1, HOUR 8.500) 32.583 13.5310 9.11 Q V (PEAK DAY 1, HOUR 8.583) 32.667 13.5939 9.14 Q v (PEAK DAY 1, HOUR 8.667) 32.750 13.6572 9.18 Q v (PEAK DAY 1, HOUR 8.750) 32.833 13.7207 9.22 Q V (PEAK DAY 1, HOUR 8.833) 32.917 13.7844 9.26 Q V (PEAK DAY 1, HOUR 8.917) 33.000 13.8485 9.30 Q v (PEAK DAY 1, HOUR 9.000) 11/06/03 UH -72 PROPOSED HYDROLOGY 33.083 13.9128 9.34 Q V (PEAK DAY 1, HOUR 9.083) 33.167 13.9774 9.38 Q V (PEAK DAY 1, HOUR 9.167) " 33.250 14.0423 9.42 Q V (PEAK DAY 1, HOUR 9.250) 33.333 14.1075 9.46 Q V (PEAK DAY 1, HOUR 9.333) 33.417 14.1730 9.51 Q V (PEAK DAY 1, HOUR 9.417) 33.500 14.2387 9.55 Q V (PEAK DAY 1, HOUR 9.500) 33.583 14.3048 9.60 Q V (PEAK DAY 1, HOUR 9.583) 33.667 14.3712 9.64 Q V (PEAK DAY 1, HOUR 9.667) 33.750 14.4379 9.69 Q V (PEAK DAY 1, HOUR 9.750) 33.833 14.5050 9.73 Q V (PEAK DAY 1, HOUR 9.833) 33.917 14.5723 9.78 Q V (PEAK DAY 1, HOUR 9.917) 34.000 14.6400 9.83 Q V (PEAK DAY 1, HOUR 10.000) 34.083 14.7080 9.88 Q V (PEAK DAY 1, HOUR 10.083) 34.167 14.7764 9.93 Q V (PEAK DAY 1, HOUR 10.167) 34.250 14.8451 9.98 Q V (PEAK DAY 1, HOUR 10.250) 34.333 14.9142 10.03 Q V (PEAK DAY 1, HOUR 10.333) 34.417 14.9837 10.08 Q V. (PEAK DAY 1, HOUR 10.417) 34.500 15.0535 10.14 Q V. (PEAK DAY 1, HOUR 10.500) 34.583 15.1237 10.19 Q V. (PEAK DAY 1, HOUR 10.583) 34.667 15.1943 10.25 Q V. (PEAK DAY 1, HOUR 10.667) 34.750 15.2653 10.31 Q V. (PEAK DAY 1, HOUR 10.750) 34.833 15.3367 10.37 Q V. (PEAK DAY 1, HOUR 10.833) 34.917 15.4085 10.43 Q V. (PEAK DAY 1, HOUR 10.917) 35.000 15.4807 10.49 Q V. (PEAK DAY 1, HOUR 11.000) 35.083 15.5534 10.55 Q V. (PEAK DAY 1, HOUR 11.083) 35.167 15.6265 10.61 Q V. (PEAK DAY 1, HOUR 11.167) 35.250 15.7000 10.68 Q V. (PEAK DAY 1, HOUR 11.250) 35.333 15.7740 10.74 Q V (PEAK DAY 1, HOUR 11.333) 35.417 15.8485 10.81 Q V (PEAK DAY 1, HOUR 11.417) 35.500 15.9234 10.88 Q V (PEAK DAY 1, HOUR 11.500) 35.583 15.9989 10.95 Q V (PEAK DAY 1, HOUR 11.583) 35.667 16.0748 11.03 Q V (PEAK DAY 1, HOUR 11.667) 35.750 16.1513 11.10 Q V (PEAK DAY 1, HOUR 11.750) 35.833 16.2283 11.18 Q V UH -73 PROPOSED HYDROLOGY 11/06/03 (PEAK DAY 1, HOUR 11.833) 35.917 16.3058 11.26 Q V (PEAK DAY 1, HOUR 11.917) 36.000 16.3839 11.34 Q V (PEAK DAY 1, HOUR 12.000) 36.083 16.4624 11.40 Q V (PEAK DAY 1, HOUR 12.083) 36.167 16.5409 11.40 Q V (PEAK DAY 1, HOUR 12.167) 36.250 16.6187 11.29 Q V (PEAK DAY 1, HOUR 12.250) 36.333 16.6953 11.12 Q V (PEAK DAY 1, HOUR 12.333) 36.417 16.7704 10.91 Q V (PEAK DAY 1, HOUR 12.417) 36.500 16.8446 10.77 Q v (PEAK DAY 1, HOUR 12.500) 36.583 16.9185 10.73 Q v (PEAK DAY 1, HOUR 12.583) 36.667 16.9925 10.75 Q v (PEAK DAY 1, HOUR 12.667) 36.750 17.0670 10.81 Q V (PEAK DAY 1, HOUR 12.750) 36.833 17.1421 10.90 Q v (PEAK DAY 1, HOUR 12.833) 36.917 17.2179 11.01 Q V (PEAK DAY 1, HOUR 12.917) 37.000 17.2945 11.13 Q V (PEAK DAY 1, HOUR 13.000) 37.083 17.3720 11.25 Q V (PEAK DAY 1, HOUR 13.083) 37.167 17.4503 11.37 Q V (PEAK DAY 1, HOUR 13.167) 37.250 17.5296 11.51 Q V (PEAK DAY 1, HOUR 13.250) 37.333 17.6098 11.65 Q V (PEAK DAY 1, HOUR 13.333) 37.417 17.6911 11.80 Q V (PEAK DAY 1, HOUR 13.417) 37.500 17.7734 11.95 Q V (PEAK DAY 1, HOUR 13.500) 37.583 17.8568 12.11 Q V (PEAK DAY 1, HOUR 13.583) 37.667 17.9414 12.28 Q V (PEAK DAY 1, HOUR 13.667) 37.750 18.0272 12.46 Q V (PEAK DAY 1, HOUR 13.750) 37.833 18.1142 12.64 Q V (PEAK DAY 1, HOUR 13.833) 37.917 18.2026 12.83 Q V (PEAK DAY 1, HOUR 13.917) 38.000 18.2923 13.03 Q V (PEAK DAY 1, HOUR 14.000) 38.083 18.3835 13.24 Q V (PEAK DAY 1, HOUR 14.083) 38.167 18.4761 13.45 Q V (PEAK DAY 1, HOUR 14.167) 38.250 18.5701 13.64 Q V (PEAK DAY 1, HOUR 14.250) 38.333 18.6654 13.83 Q V (PEAK DAY 1, HOUR 14.333) 38.417 18.7620 14.04 Q V (PEAK DAY 1, HOUR 14.417) 38.500 18.8603 14.27 Q V (PEAK DAY 1, HOUR 14.500) 38.583 18.9604 14.54 Q V (PEAK DAY 1, HOUR 14.583) 11/06/03 UH -74 PROPOSED HYDROLOGY 38.667 19.0627 14.84 Q V (PEAK DAY 1, HOUR 14.667) 38.750 19.1672 15.18 Q V (PEAK DAY 1, HOUR 14.750) 38.833 19.2744 15.55 Q V (PEAK DAY 1, HOUR 14.833) 38.917 19.3843 15.96 Q V (PEAK DAY 1, HOUR 14.917) 39.000 19.4972 16.40 Q V (PEAK DAY 1, HOUR 15.000) 39.083 • 19.6135 16.88 Q V (PEAK DAY 1, HOUR 15.083) 39.167 19.7334 17.41 Q V (PEAK DAY 1, HOUR 15.167) 39.250 19.8574 18.00 Q V (PEAK DAY 1, HOUR 15.250) 39.333 19.9859 18.66 Q V (PEAK DAY 1, HOUR 15.333) 39.417 20.1190 19.33 Q V (PEAK DAY 1, HOUR 15.417) 39.500 20.2558 19.86 Q V (PEAK DAY 1, HOUR 15.500) 39.583 20.3946 20.15 Q V (PEAK DAY 1, HOUR 15.583) 39.667 20.5349 20.37 Q V (PEAK DAY 1, HOUR 15.667) 39.750 20.6773 20.68 Q V (PEAK DAY 1, HOUR 15.750) 39.833 20.8253 21.49 Q V (PEAK DAY 1, HOUR 15.833) 39.917 20.9858 23.31 Q. V (PEAK DAY 1, HOUR 15.917) 40.000 21.1713 26.94 Q V (PEAK DAY 1, HOUR 16.000) 40.083 21.4256 36.91 Q V (PEAK DAY 1, HOUR 16.083) 40.167 21.8106 55.90 Q V (PEAK DAY 1, HOUR 16.167) 40.250 22.3687 81.04 V - Q (PEAK DAY 1, HOUR 16.250) 40.333 23.0214 94.77 V• Q (PEAK DAY 1, HOUR 16.333) 40.417 23.7055 99.35 V Q• (PEAK DAY 1, HOUR 16.417) 40.500 24.2678 81.64 V Q (PEAK DAY 1, HOUR 16.500) 40.583 24.6724 58.76 Q V (PEAK DAY 1, HOUR 16.583) 40.667 24.9649 42.47 Q V (PEAK DAY 1, HOUR 16.667) 40.750 25.1913 32.87 Q V (PEAK DAY 1, HOUR 16.750) 40.833 25.3719 26.22 Q V (PEAK DAY 1, HOUR 16.833) 40.917 25.5205 21.57 Q V (PEAK DAY 1, HOUR 16.917) 41.000 25.6584 20.02 Q V (PEAK DAY 1, HOUR 17.000) 41.083 25.7880 18.83 Q V (PEAK DAY 1, HOUR 17.083) 41.167 25.9098 17.67 Q V (PEAK DAY 1, HOUR 17.167) " 41.250 26.0172 15.60 Q V (PEAK DAY 1, HOUR 17.250) 41.333 26.1194 14.85 Q V (PEAK DAY 1, HOUR 17.333) 41.417 26.2178 14.28 Q V 11/06/03 UH -75 PROPOSED HYDROLOGY (PEAK DAY 1, HOUR 17.417) 41.500 26.3128 13.80 Q V (PEAK DAY 1, HOUR 17.500) 41.583 26.4047 13.34 Q V (PEAK DAY 1, HOUR 17.583) 41.667 26.4937 12.92 Q V (PEAK DAY 1, HOUR 17.667) 41.750 26.5800 12.54 Q V (PEAK DAY 1, HOUR 17.750) 41.833 26.6640 12.19 Q V (PEAK DAY 1, HOUR 17.833) 41.917 26.7457 11.86 Q V (PEAK DAY 1, HOUR 17.917) 42.000 26.8254 11.57 Q V (PEAK DAY 1, HOUR 18.000) 42.083 26.9033 11.32 Q V (PEAK DAY 1, HOUR 18.083) 42.167 26.9801 11.15 Q V (PEAK DAY 1, HOUR 18.167) 42.250 27.0566 11.11 Q V (PEAK DAY 1, HOUR 18.250) 42.333 27.1334 11.15 Q V (PEAK DAY 1, HOUR 18.333) 42.417 27.2109 11.25 Q V (PEAK DAY 1, HOUR 18.417) 42.500 27.2887 11.30 Q V (PEAK DAY 1, HOUR 18.500) 42.583 27.3664 11.27 Q V (PEAK DAY 1, HOUR 18.583) 42.667 27.4434 11.19 Q V (PEAK DAY 1, HOUR 18.667) 42.750 27.5197 11.07 Q V (PEAK DAY 1, HOUR 18.750) 42.833 27.5951 10.95 Q V (PEAK DAY 1, HOUR 18.833) 42.917 27.6695 10.81 Q V (PEAK DAY 1, HOUR 18.917) 43.000 27.7431 10.68 Q V (PEAK DAY 1, HOUR 19.000) 43.083 27.8159 10.56 Q V (PEAK DAY 1, HOUR 19.083) 43.167 27.8878 10.44 Q V (PEAK DAY 1, HOUR 19.167) 43.250 27.9589 10.32 Q V (PEAK DAY 1, HOUR 19.250) 43.333 28.0292 10.21 Q V (PEAK DAY 1, HOUR 19.333) 43.417 28.0987 10.10 Q V (PEAK DAY 1, HOUR 19.417) 43.500 28.1676 9.99 Q V (PEAK DAY 1, HOUR 19.500) 43.583 28.2357 9.89 Q V (PEAK DAY 1, HOUR 19.583) 43.667 28.3031 9.79 Q V (PEAK DAY 1, HOUR 19.667) 43.750 28.3699 9.70 Q V (PEAK DAY 1, HOUR 19.750) 43.833 28.4361 9.61 Q V (PEAK DAY 1, HOUR 19.833) 43.917 28.5016 9.52 Q V (PEAK DAY 1, HOUR 19.917) 44.000 28.5666 9.43 Q V (PEAK DAY 1, HOUR 20.000) 44.083 28.6310 9.35 Q V (PEAK DAY 1, HOUR 20.083) 44.167 28.6948 9.27 Q V (PEAK DAY 1, HOUR 20.167) 11/06/03 UH -76 PROPOSED HYDROLOGY 44.250 28.7581 9.19 Q V (PEAK DAY 1, HOUR 20.250) 44.333 28.8209 9.12 Q V (PEAK DAY 1, HOUR 20.333) 44.417 28.8832 9.04 Q V (PEAK DAY 1, HOUR 20.417) 44.500 28.9450 8.97 Q V (PEAK DAY 1, HOUR 20.500) 44.583 29.0063 8.90 Q V (PEAK DAY 1, HOUR 20.583) 44.667 29.0671 8.83 Q V (PEAK DAY 1, HOUR 20.667) 44.750 29.1275 8.77 Q V (PEAK DAY 1, HOUR 20.750) 44.833 29.1874 8.70 Q V (PEAK DAY 1, HOUR 20.833) 44.917 29.2470 8.64 Q V (PEAK DAY 1, HOUR 20.917) 45.000 29.3061 8.58 Q V (PEAK DAY 1, HOUR 21.000) 45.083 29.3648 8.52 Q V (PEAK DAY 1, HOUR 21.083) 45.167 29.4231 8.47 Q V (PEAK DAY 1, HOUR 21.167) 45.250 29.4810 8.41 Q V (PEAK DAY 1, HOUR 21.250) 45.333 29.5385 8.35 Q V (PEAK DAY 1, HOUR 21.333) 45.417 29.5957 8.30 Q V (PEAK DAY 1, HOUR 21.417) 45.500 29.6525 8.25 Q V (PEAK DAY 1, HOUR 21.500) 45.583 29.7089 8.20 Q V (PEAK DAY 1, HOUR 21.583) 45.667 29.7651 8.15 Q V (PEAK DAY 1, HOUR 21.667) 45.750 29.8208 8.10 Q V (PEAK DAY 1, HOUR 21.750) 45.833 29.8763 8.05 Q V (PEAK DAY 1, HOUR 21.833) 45.917 29.9314 8.00 Q V (PEAK DAY 1, HOUR 21.917) 46.000 29.9862 7.96 Q V (PEAK DAY 1, HOUR 22.000) 46.083 30.0407 7.91 Q V (PEAK DAY 1, HOUR 22.083) 46.167 30.0948 7.87 Q V (PEAK DAY 1, HOUR 22.167) 46.250 30.1487 7.82 Q V (PEAK DAY 1, HOUR 22.250) 46.333 30.2023 7.78 Q v (PEAK DAY 1, HOUR 22.333) 46.417 30.2556 7.74 Q V (PEAK DAY 1, HOUR 22.417) 46.500 30.3087 7.70 Q V (PEAK DAY 1, HOUR 22.500) 46.583 30.3614 7.66 Q V (PEAK DAY 1, HOUR 22.583) 46.667 30.4139 7.62 Q V (PEAK DAY 1, HOUR 22.667) 46.750 30.4661 7.58 Q V (PEAK DAY 1, HOUR 22.750) r, 46.833 30.5181 7.54 Q V (PEAK DAY 1, HOUR 22.833) m.> 46.917 30.5698 7.51 Q V (PEAK DAY 1, HOUR 22.917) 47.000 30.6212 7.47 Q V 11/06/03 UH -77 PROPOSED HYDROLOGY (PEAK DAY 1, HOUR 23.000) 47.083 30.6724 7.43 Q V . (PEAK DAY 1, HOUR 23.083) 47.167 30.7234 7.40 Q V• (PEAK DAY 1, HOUR 23.167) 47.250 30.7741 7.36 Q V. (PEAK DAY 1, HOUR 23.250) 47.333 30.8246 7.33 Q V• (PEAK DAY 1, HOUR 23.333) 47.417 30.8748 7.30 Q V. (PEAK DAY 1, HOUR 23.417) 47.500 30.9249 7.26 Q V. (PEAK DAY 1, HOUR 23.500) 47.583 30.9747 7.23 Q V. (PEAK DAY 1, HOUR 23.583) 47.667 31.0242 7.20 Q V. (PEAK DAY 1, HOUR 23.667) 47.750 31.0736 7.17 Q V. (PEAK DAY 1, HOUR 23.750) 47.833 31.1228 7.14 Q V. (PEAK DAY 1, HOUR 23.833) 47.917 31.1717 7.11 Q V. (PEAK DAY 1, HOUR 23.917) 48.000 31.2204 7.08 Q V. (PEAK DAY 1, HOUR 24.000) 48.083 31.2683 6.94 Q V. (PEAK DAY 1, HOUR 24.083) 48.167 31.3130 6.49 Q V• (PEAK DAY 1, HOUR 24.167) 48.250 31.3510 5.52 Q V. (PEAK DAY 1, HOUR 24.250) 48.333 31.3803 4.25 Q V• (PEAK DAY 1, HOUR 24.333) 48.417 31.3993 2.76 Q V• (PEAK DAY 1, HOUR 24.417) 48.500 31.4103 1.59 Q V. (PEAK DAY 1, HOUR 24.500) 48.583 31.4163 0.88 Q V• (PEAK DAY 1, HOUR 24.583) 48.667 31.4197 0.48 Q V• (PEAK DAY 1, HOUR 24.667) 48.750 31.4214 0.26 Q V. (PEAK DAY 1, HOUR 24.750) 48.833 31.4224 0.14 Q V. (PEAK DAY 1, HOUR 24.833) 48.917 31.4231 0.10 Q V. (PEAK DAY 1, HOUR 24.917) 49.000 31.4235 0.07 Q V. (PEAK DAY 1, HOUR 25.000) 49.083 31.4238 0.03 Q V (PEAK DAY 1, HOUR 25.083) 49.167 31.4238 0.00 Q V (PEAK DAY 1, HOUR 25.167) 11/06/03 LTH -78 PROPOSED HYDROLOGY **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) I I V _effective depth ----------- 1 (and volume) I I I I I I I....V........ I detention 1<-->I outflow I basin I I•••••••• ----------- Ai \ I I dead I basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: 11/06/03 UH -79 PROPOSED HYDROLOGY INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 ' 2 1.00 1.98 0.210 3 2.00 5.61 0.450 4 2.20 7.93 0.500 5 2.50 14.78 0.580 6 3.00 24.42 0.730 7 4.00 34.53 1.040 8 5.00 42.29 1.410 9 6.00 48.84 1.820 10 7.00 54.60 2.280 11 8.00 59.81 2.810 12 9.00 64.61 3.400 ----------------------------------------- MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN PEAK TIME TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE DAY (HRS) (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 2 0.083 0.083 0.000 0.04 0.00 0.00 0.0 0.000 2 0.167 0.167 0.000 0.19 0.00 0.01 0.0 0.001 2 0.250 0.250 0.000 0.53 0.00 0.02 0.0 0.005 2 0.333 0.333 0.000 0.98 0.00 0.05 0.1 0.011 2 0.417 0.417 0.000 1.51 0.00 0.10 0.1 0.021 2 0.500 0.500 0.000 1.94 0.00 0.15 0.2 0.032 11/06/03 UH -79 PROPOSED HYDROLOGY 2 0.583 0.583 0.000 2.19 0.00 0.21 0.4 0.045 2 0.667 0.667 0.000 2.34 0.00 0.27 0.5 0.058 2 0.750 0.750 0.000 2.43 0.00 0.33 0.6 0.070 2 0.833 0.833 0.000 2.47 0.00 0.39 0.7 0.082 2 0.917 0.917 0.000 2.49 0.00 0.45 0.8 0.094 2 1.000 1.000 0.000 2.51 0.00 0.50 0.9 0.105 2 1.083 1.083 0.000 2.53 0.00 0.55 1.0 0.115 2 1.167 1.167 0.000 2.54 0.00 0.59 1.1 0.125 2 1.250 1.250 0.000 2.55 0.00 0.64 1.2 0.134 2 1.333 1.333 0.000 2.55 0.00 0.68 1.3 0.142 2 1.417 1.417 0.000 2.56 0.00 0.72 1.4 0.150 2 1.500 1.500 0.000 2.56 0.00 0.75 1.5 0.158 2 1.583 1.583 0.000 2.57 0.00 0.79 1.5 0.165 2 1.667 1.667 0.000 2.58 0.00 0.82 1.6 0.172 2 1.750 1.750 0.000 2.58 0.00 0.85 1.7 0.178 2 1.833 1.833 0.000 2.59 0.00 0.88 1.7 0.184 2 1.917 1.917 0.000 2.59 0.00 0.91 1.8 0.190 2 2.000 2.000 0.000 2.60 0.00 0.93 1.8 0.196 2 2.083 2.083 0.000 2.60 0.00 0.96 1.9 0.201 2 2.167 2.167 0.000 2.61 0.00 0.98 1.9 0.205 2 2.250 2.250 0.000 2.62 0.00 1.00 2.0 0.210 2 2.333 2.333 0.000 2.62 0.00 1.02 2.0 0.214 2 2.417 2.417 0.000 2.63 0.00 1.03 2.1 0.218 2 2.500 2.500 0.000 2.63 0.00 1.05 2.1 0.221 2 2.583 2.583 0.000 2.64 0.00 1.06 2.2 0.225 2 2.667 2.667 0.000 2.65 0.00 1.07 2.2 0.228 2 2.750 2.750 0.000 2.65 0.00 1.08 2.3 0.230 2 2.833 2.833 0.000 2.66 0.00 1.09 2.3 0.233 2 2.917 2.917 0.000 2.66 0.00 1.10 2.3 0.235 2 3.000 3.000 0.000 2.67 0.00 1.11 2.4 0.237 2 3.083 3.083 0.000 2.68 0.00 1.12 2.4 0.239 2 3.167 3.167 0.000 2.68 0.00 1.13 2.4 0.241 2 3.250 3.250 0.000 2.69 0.00 1.13 2.5 0.242 2 3.333 3.333 0.000 2.70 0.00 1.14 2.5 0.244 2 3.417 3.417 0.000 2.70 0.00 1.15 2.5 0.245 2 3.500 3.500 0.000 2.71 0.00 1.15 2.5 0.246 2 3.583 3.583 0.000 2.72 0.00 1.16 2.5 0.248 2 3.667 3.667 0.000 2.72 0.00 1.16 2.6 0.249 2 3.750 3.750 0.000 2.73 0.00 1.17 2.6 0.250 2 3.833 3.833 0.000 2.74 0.00 1.17 2.6 0.251 2 3.917 3.917 0.000 2.74 0.00 1.17 2.6 0.252 2 4.000 4.000 0.000 2.75 0.00 1.18 2.6 0.253 2 4.083 4.083 0.000 2.76 0.00 1.18 2.6 0.254 2 4.167 4.167 0.000 2.76 0.00 1.18 2.6 0.254 2 4.250 4.250 0.000 2.77 0.00 1.19 2.7 0.255 2 4.333 4.333 0.000 2.78 0.00 1.19 2.7 0.256 2 4.417 4.417 0.000 2.79 0.00 1.19 2.7 0.257 2 4.500 4.500 0.000 2.79 0.00 1.20 2.7 0.257 2 4.583 4.583 0.000 2.80 0.00 1.20 2.7 0.258 2 4.667 4.667 0.000 2.81 0.00 1.20 2.7 0.259 2 4.750 4.750 0.000 2.82 0.00 1.21 2.7 0.259 2 4.833 4.833 0.000 2.82 0.00 1.21 2.7 0.260 2 4.917 4.917 0.000 2.83 0.00 1.21 2.7 0.261 2 5.000 5.000 0.000 2.84 0.00 1.21 2.8 0.261 2 5.083 5.083 0.000 2.85 0.00 1.22 2.8 0.262 2 5.167 5.167 0.000 2.86 0.00 1.22 2.8 0.262 2 5.250 5.250 0.000 2.86 0.00 1.22 2.8 0.263 2 5.333 5.333 0.000 2.87 0.00 1.22 2.8 0.264 2 5.417 5.417 0.000 2.88 0.00 1.23 2.8 0.264 2 5.500 5.500 0.000 2.89 0.00 1.23 2.8 0.265 2 5.583 5.583 0.000 2.90 0.00 1.23 2.8 0.265 2 5.667 5.667 0.000 2.91 0.00 1.23 2.8 0.266 2 5.750 5.750 0.000 2.92 0.00 1.24 2.8 0.267 2 5.833 5.833 0.000 2.92 0.00 1.24 2.8 0.267 2 5.917 5.917 0.000 2.93 0.00 1.24 2.8 0.268 2 6.000 6.000 0.000 2.94 0.00 1.24 2.9 0.268 2 6.083 6.083 0.000 2.95 0.00 1.25 2.9 0.269 11/06/03 UH -80 PROPOSED HYDROLOGY 2 6.167 6.167 0.000 2.96 0.00 1.25 2.9 0.269 2 6.250 6.250 0.000 2.97 0.00 1.25 2.9 0.270 2 6.333 6.333 0.000 2.98 0.00 1.25 2.9 0.271 2 6.417 6.417 0.000 2.99 0.00 1.26 2.9 0.271 2 6.500 6.500 0.000 3.00 0.00 1.26 2.9 0.272 2 6.583 6.583 0.000 3.01 0.00 1.26 2.9 0.272 2 6.667 6.667 0.000 3.02 0.00 1.26 2.9 0.273 2 6.750 6.750 0.000 3.03 0.00 1.27 2.9 0.274 2 6.833 6.833 0.000 3.04 0.00 1.27 2.9 0.274 2 6.917 6.917 0.000 3.05 0.00 1.27 3.0 0.275 2 7.000 7.000 0.000 3.06 0.00 1.27 3.0 0.276 2 7.083 7.083 0.000 3.07 0.00 1.28 3.0 0.276 2 7.167 7.167 0.000 3.08 0.00 1.28 3.0 0.277 2 7.250 7.250 0.000 3.09 0.00 1.28 3.0 0.277 2 7.333 7.333 0.000 3.10 0.00 1.28 3.0 0.278 2 7.417 7.417 0.000 3.11 0.00 1.29 3.0 0.279 2 7.500 7.500 0.000 3.12 0.00 1.29 3.0 0.279 2 7.583 7.583 0.000 3.13 0.00 1.29 3.0 0.280 2 7.667 7.667 0.000 3.14 0.00 1.29 3.0 0.281 2 7.750 7.750 0.000 3.16 0.00 1.30 3.1 0.281 2 7.833 7.833 0.000 3.17 0.00 1.30 3.1 0.282 2 7.917 7.917 0.000 3.18 0.00 1.30 3.1 0.283 2 8.000 8.000 0.000 3.19 0.00 1.31 3.1 0.284 2 8.083 8.083 0.000 3.20 0.00 1.31 3.1 0.284 2 8.167 8.167 0.000 3.22 0.00 1.31 3.1 0.285 2 8.250 8.250 0.000 3.23 0.00 1.32 3.1 0.286 2 8.333 8.333 0.000 3.24 0.00 1.32 3.1 0.287 2 8.417 8.417 0.000 3.25 0.00 1.32 3.1 0.287 2 8.500 8.500 0.000 3.27 0.00 1.33 3.2 0.288 2 8.583 8.583 0.000 3.28 0.00 1.33 3.2 0.289 2 8.667 8.667 0.000 3.29 0.00 1.33 3.2 0.290 2 8.750 8.750 0.000 3.31 0.00 1.34 3.2 0.290 2 8.833 8.833 0.000 3.32 0.00 1.34 3.2 0.291 2 8.917 8.917 0.000 3.34 0.00 1.34 3.2 0.292 2 9.000 9.000 0.000 3.35 0.00 1.35 3.2 0.293 2 9.083 9.083 0.000 3.36 0.00 1.35 3.2 0.294 2 9.167 9.167 0.000 3.38 0.00 1.35 3.3 0.295 2 9.250 9.250 0.000 3.39 0.00 1.36 3.3 0.296 2 9.333 9.333 0.000 3.41 0.00 1.36 3.3 0.296 2 9.417 9.417 0.000 3.42 0.00 1.36 3.3 0.297 2 9.500 9.500 0.000 3.44 0.00 1.37 3.3 0.298 2 9.583 9.583 0.000 3.46 0.00 1.37 3.3 0.299 2 9.667 9.667 0.000 3.47 0.00 1.38 3.3 0.300 2 9.750 9.750 0.000 3.49 0.00 1.38 3.4 0.301 2 9.833 9.833 0.000 3.51 0.00 1.38 3.4 0.302 2 9.917 9.917 0.000 3.52 0.00 1.39 3.4 0.303 2 10.000 10.000 0.000 3.54 0.00 1.39 3.4 0.304 2 10.083 10.083 0.000 3.56 0.00 1.40 3.4 0.305 2 10.167 10.167 0.000 3.58 0.00 1.40 3.4 0.306 2 10.250 10.250 0.000 3.59 0.00 1.40 3.4 0.307 2 10.333 10.333 0.000 3.61 0.00 1.41 3.5 0.308 2 10.417 10.417 0.000 3.63 0.00 1.41 3.5 0.309 2 10.500 10.500 0.000 3.65 0.00 1.42 3.5 0.310 2 10.583 10.583 0.000 3.67 0.00 1.42 3.5 0.312 2 10.667 10.667 0.000 3.69 0.00 1.43 3.5 0.313 2 10.750 10.750 0.000 3.71 0.00 1.43 3.5 0.314 2 10.833 10.833 0.000 3.73 0.00 1.44 3.6 0.315 2 10.917 10.917 0.000 3.76 0.00 1.44 3.6 0.316 2 11.000 11.000 0.000 3.78 0.00 1.45 3.6 0.318 2 11.083 11.083 0.000 3.80 0.00 1.45 3.6 0.319 2 11.167 11.167 0.000 3.82 0.00 1.46 3.6 0.320 2 11.250 11.250 0.000 3.85 0.00 1.46 3.7 0.321 2 11.333 11.333 0.000 3.87 0.00 1.47 3.7 0.323 n 2 11.417 11.417 0.000 3.90 0.00 1.48 3.7 0.324 2 11.500 11.500 0.000 3.92 0.00 1.48 3.7 0.326 2 11.583 11.583 0.000 3.95 0.00 1.49 3.7 0.327 2 11.667 11.667 0.000 3.97 0.00 1.49 3.8 0.328 11/06/03 UH -81 PROPOSED HYDROLOGY 2 11.750 11.750 0.000 4.00 0.00 1.50 3.8 0.330 2 11.833 11.833 0.000 4.03 0.00 1.51 3.8 0.331 2 11.917 11.917 0.000 4.06 0.00 1.51 3.8 0.333 2 12.000 12.000 0.000 4.08 0.00 1.52 3.9 0.335 2 12.083 12.083 0.000 4.11 0.00 1.53 3.9 0.336 2 12.167 12.167 0.000 4.11 0.00 1.53 3.9 0.338 2 12.250 12.250 0.000 4.07 0.00 1.54 3.9 0.339 2 12.333 12.333 0.000 4.01 0.00 1.54 3.9 0.339 2 12.417 12.417 0.000 3.93 0.00 1.54 3.9 0.339 2 12.500 12.500 0.000 3.88 0.00 1.54 3.9 0.339 2 12.583 12.583 0.000 3.86 0.00 1.53 3.9 0.338 2 12.667 12.667 0.000 3.87 0.00 1.53 3.9 0.338 2 12.750 12.750 0.000 3.90 0.00 1.53 3.9 0.338 2 12.833 12.833 0.000 3.93 0.00 1.53 3.9 0.338 2 12.917 12.917 0.000 3.97 0.00 1.53 3.9 0.338 2 13.000 13.000 0.000 4.01 0.00 1.54 3.9 0.339 2 13.083 13.083 0.000 4.05 0.00 1.54 3.9 0.340 2 13.167 13.167 0.000 4.10 0.00 1.54 3.9 0.341 2 13.250 13.250 0.000 4.15 0.00 1.55 4.0 0.342 2 13.333 13.333 0.000 4.20 0.00 1.56 4.0 0.343 2 13.417 13.417 0.000 4.25 0.00 1.56 4.0 0.345 2 13.500 13.500 0.000 4.31 0.00 1.57 4.0 0.347 2 13.583 13.583 0.000 4.36 0.00 1.58 4.1 0.349 2 13.667 13.667 0.000 4.42 0.00 1.59 4.1 0.351 2 13.750 13.750 0.000 4.49 0.00 1.60 4.1 0.354 2 13.833 13.833 0.000 4.55 0.00 1.61 4.2 0.356 2 13.917 13.917 0.000 4.62 0.00 1.62 4.2 0.359 2 14.000 14.000 0.000 4.69 0.00 1.63 4.3 0.362 2 14.083 14.083 0.000 4.77 0.00 1.65 4.3 0.365 2 14.167 14.167 0.000 4.84 0.00 1.66 4.4 0.369 2 14.250 14.250 0.000 4.91 0.00 1.68 4.4 0.372 2 14.333 14.333 0.000 4.98 0.00 1.69 4.5 0.376 2 14.417 14.417 0.000 5.06 0.00 1.71 4.5 0.379 2 14.500 14.500 0.000 5.14 0.00 1.72 4.6 0.383 2 14.583 14.583 0.000 5.24 0.00 1.74 4.6 0.388 2 14.667 14.667 0.000 5.35 0.00 1.76 4.7 0.392 2 14.750 14.750 0.000 5.47 0.00 1.78 4.8 0.397 2 14.833 14.833 0.000 5.60 0.00 1.80 4.8 0.402 2 14.917 14.917 0.000 5.75 0.00 1.82 4.9 0.408 2 15.000 15.000 0.000 5.91 0.00 1.85 5.0 0.414 2 15.083 15.083 0.000 6.08 0.00 1.88 5.1 0.420 2 15.167 15.167 0.000 6.27 0.00 1.91 5.2 0.428 2 15.250 15.250 0.000 6.49 0.00 1.94 5.3 0.436 2 15.333 15.333 0.000 6.72 0.00 1.98 5.5 0.444 2 15.417 15.417 0.000 6.96 0.00 2.01 5.6 0.453 2 15.500 15.500 0.000 7.15 0.00 2.05 6.0 0.462 2 15.583 15.583 0.000 7.26 0.00 2.07 6.3 0.468 2 15.667 15.667 0.000 7.34 0.00 2.09 6.6 0.473 2 15.750 15.750 0.000 7.45 0.00 2.11 6.8 0.478 2 15.833 15.833 0.000 7.74 0.00 2.13 7.0 0.483 2 15.917 15.917 0.000 8.35 0.00 2.16 7.3 0.490 2 16.000 16.000 0.000 9.42 0.00 2.21 7.8 0.502 2 16.083 16.083 0.000 12.26 0.00 2.29 9.0 0.524 2 16.167 16.167 0.000 17.75 0.00 2.44 11.7 0.565 2 16.250 16.250 0.000 25.25 0.00 2.67 15.8 0.631 2 16.333 16.333 0.000 29.38 0.00 2.68 20.1 0.695 2 16.417 16.417 0.000 31.05 0.00 3.05 23.5 0.746 2 16.500 16.500 0.000 25.90 0.00 3.07 25.0 0.752 2 16.583 16.583 0.000 19.04 0.00 2.95 24.3 0.716 2 16.667 16.667 0.000 14.10 0.00 2.78 21.8 0.663 2 16.750 16.750 0.000 11.18 0.00 2.61 18.5 0.612 2 16.833 16.833 0.000 9.12 0.00 2.46 15.4 0.569 2 16.917 16.917 0.000 7.63 0.00 2.34 12.5 0.536 2 17.000 17.000 0.000 7.09 0.00 2.26 10.1 0.515 2 17.083 17.083 0.000 6.68 0.00 2.21 8.7 0.502 2 17.167 17.167 0.000 6.29 0.00 2.17 7.8 0.491 2 17.250 17.250 0.000 5.61 0.00 2.12 7.3 0.480 11/06/03 UH -82 PROPOSED HYDROLOGY 2 17.333 17.333 0.000 5.35 0.00 2.08 6.8 0.470 2 17.417 17.417 0.000 5.15 0.00 2.05 6.4 0.462 2 17.500 17.500 0.000 4.97 0.00 2.02 6.0 0.455 2 17.583 17.583 0.000 4.81 0.00 1.99 5.7 0.449 2 17.667 17.667 0.000 4.65 0.00 1.97 5.5 0.442 2 17.750 17.750 0.000 4.52 0.00 1.94 5.4 0.436 2 17.833 17.833 0.000 4.39 0.00 1.91 5.3 0.429 2 17.917 17.917 0.000 4.27 0.00 1.89 5.2 0.423 2 18.000 18.000 0.000 4.17 0.00 1.86 5.1 0.416 2 18.083 18.083 0.000 4.08 0.00 1.83 5.0 0.409 2 18.167 18.167 0.000 4.02 0.00 1.80 4.9 0.403 2 18.250 18.250 0.000 4.00 0.00 1.78 4.9 0.397 2 18.333 18.333 0.000 4.02 0.00 1.76 4.8 0.392 2 18.417 18.417 0.000 4.05 0.00 1.74 4.7 0.387 2 18.500 18.500 0.000 4.07 0.00 1.72 4.6 0.384 2 18.583 18.583 0.000 4.06 0.00 1.71 4.6 0.380 2 18.667 18.667 0.000 4.03 0.00 1.69 4.5 0.377 2 18.750 18.750 0.000 3.99 0.00 1.68 4.5 0.373 2 18.833 18.833 0.000 3.94 0.00 1.67 4.4 0.370 2 18.917 18.917 0.000 3.90 0.00 1.65 4.4 0.367 2 19.000 19.000 0.000 3.85 0.00 1.64 4.3 0.363 2 19.083 19.083 0.000 3.80 0.00 1.63 4.3 0.360 2 19.167 19.167 0.000 3.76 0.00 1.61 4.2 0.357 2 19.250 19.250 0.000 3.72 0.00 1.60 4.2 0.354 2 19.333 19.333 0.000 3.68 0.00 1.59 4.1 0.351 2 19.417 19.417 0.000 3.64 0.00 1.57 4.1 0.348 2 19.500 19.500 0.000 3.60 0.00 1.56 4.0 0.345 2 19.583 19.583 0.000 3.56 0.00 1.55 4.0 0.342 2 19.667 19.667 0.000 3.53 0.00 1.54 3.9 0.339 2 19.750 19.750 0.000 3.49 0.00 1.52 3.9 0.336 2 19.833 19.833 0.000 3.46 0.00 1.51 3.9 0.333 2 19.917 19.917 0.000 3.43 0.00 1.50 3.8 0.330 2 20.000 20.000 0.000 3.40 0.00 1.49 3.8 0.328 2 20.083 20.083 0.000 3.37 0.00 1.48 3.7 0.325 2 20.167 20.167 0.000 3.34 0.00 1.47 3.7 0.323 2 20.250 20.250 0.000 3.31 0.00 1.46 3.7 0.320 2 20.333 20.333 0.000 3.28 0.00 1.45 3.6 0.318 2 20.417 20.417 0.000 3.26 0.00 1.44 3.6 0.316 2 20.500 20.500 0.000 3.23 0.00 1.43 3.6 0.313 2 20.583 20.583 0.000 3.21 0.00 1.42 3.5 0.311 2 20.667 20.667 0.000 3.18 0.00 1.41 3.5 0.309 2 20.750 20.750 0.000 3.16 0.00 1.40 3.5 0.307 2 20.833 20.833 0.000 3.14 0.00 1.40 3.4 0.305 2 20.917 20.917 0.000 3.11 0.00 .1.39 3.4 0.303 2 21.000 21.000 0.000 3.09 0.00 1.38 3.4 0.301 2 21.083 21.083 0.000 3.07 0.00 1.37 3.3 0.299 2 21.167 21.167 0.000 3.05 0.00 1.36 3.3 0.297 2 21.250 21.250 0.000 3.03 0.00 1.36 3.3 0.295 2 21.333 21.333 0.000 3.01 0.00 1.35 3.3 0.294 2 21.417 21.417 0.000 2.99 0.00 1.34 3.2 0.292 2 21.500 21.500 0.000 2.97 0.00 1.34 3.2 0.290 2 21.583 21.583 0.000 2.95 0.00 1.33 3.2 0.289 2 21.667 21.667 0.000 2.93 0.00 1.32 3.2 0.287 2 21.750 21.750 0.000 2.92 0.00 1.32 3.1 0.286 2 21.833 21.833 0.000 2.90 0.00 1.31 3.1 0.284 2 21.917 21.917 0.000 2.88 0.00 1.30 3.1 0.283 2 22.000 22.000 0.000 2.87 0.00 1.30 3.1 0.281 2 22.083 22.083 0.000 2.85 0.00 1.29 3.0 0.280 2 22.167 22.167 0.000 2.83 0.00 1.29 3.0 0.279 2 22.250 22.250 0.000 2.82 0.00 1.28 3.0 0.277 2 22.333 22.333 0.000 2.80 0.00 1.28 3.0 0.276 2 22.417 22.417 0.000 2.79 0.00 1.27 3.0 0.275 2 22.500 22.500 0.000 2.77 0.00 1.27 3.0 0.274 2 22.583 22.583 0.000 2.76 0.00 1.26 2.9 0.272 2 22.667 22.667 0.000 2.74 0.00 1.26 2.9 0.271 2 22.750 22.750 0.000 2.73 0.00 1.25 2.9 0.270 2 22.833 22.833 0.000 2.72 0.00 1.25 2.9 0.269 11/06/03 UH -83 PROPOSED HYDROLOGY 2 22.917 22.917 0.000 2.70 0.00 1.24 2.9 0.268 2 23.000 23.000 0.000 2.69 0.00 1.24 2.8 0.267 2 23.083 23.083 0.000 2.68 0.00 1.23 2.8 0.266 2 23.167 23.167 0.000 2.67 0.00 1.23 2.8 0.265 2 23.250 23.250 0.000 2.65 0.00 1.22 2.8 0.264 2 23.333 23.333 0.000 2.64 0.00 1.22 2.8 0.263 2 23.417 23.417 0.000 2.63 0.00 1.22 2.8 0.262 2 23.500 23.500 0.000 2.62 0.00 1.21 2.8 0.261 2 23.583 23.583 0.000 2.60 0.00 1.21 2.7 0.260 2 23.667 23.667 0.000 2.59 0.00 1.20 2.7 0.259 2 23.750 23.750 0.000 2.58 0.00 1.20 2.7 0.258 2 23.833 23.833 0.000 2.57 0.00 1.20 2.7 0.257 2 23.917 23.917 0.000 2.56 0.00 1.19 2.7 0.256 1 0.000 24.000 0.000 2.55 0.00 -T-9 2.7 0.255 1 0.083 24.083 0.000 2.61 0.00 1.19 2.7 0.255 1 0.167 24.167 0.000 2.86 0.00 1.19 2.7 0.256 1 0.250 24.250 0.000 3.46 0.00 1.21 2.7 0.261 1 0.333 24.333 0.000 4.26 0.00 1.26 2.8 0.271 1 0.417 24.417 0.000 5.20 0.00 1.32 3.0 0.286 1 0.500 24.500 0.000 5.95 0.00 1.39 3.3 0.305 1 0.583 24.583 0.000 6.41 0.00 1.48 3.6 0.324 1 0.667 24.667 0.000 6.67 0.00 1.56 3.9 0.344 1 0.750 24.750 0.000 6.83 0.00 1.63 4.1 0.362 1 0.833 24.833 0.000 6.91 0.00 1.71 4.4 0.379 1 0.917 24.917 0.000 6.95 0.00 1.77 4.7 0.395 1 1.000 25.000 0.000 6.99 0.00 1.83 4.9 0.410 1 1.083 25.083 0.000 7.02 0.00 1.89 5.1 0.423 1 1.167 25.167 0.000 7.06 0.00 1.94 5.3 0.435 1 1.250 25.250 0.000 7.07 0.00 1.98 5.5 0.446 1 1.333 25.333 0.000 7.09 0.00 2.02 5.7 0.456 1 1.417 25.417 0.000 7.10 0.00 2.05 6.0 0.463 1 1.500 25.500 0.000 7.12 0.00 2.07 6.3 0.468 1 1.583 25.583 0.000 7.13 0.00 2.09 6.6 0.472 1 1.667 25.667 0.000 7.15 0.00 2.10 6.7 0.475 1 1.750 25.750 0.000 7.17 0.00 2.11 6.8 0.478 1 1.833 25.833 0.000 7.18 0.00 2.12 6.9 0.479 1 1.917 25.917 0.000 7.20 0.00 2.12 7.0 0.481 1 2.000 26.000 0.000 7.21 0.00 2.13 7.1 0.482 1 2.083 26.083 0.000 7.23 0.00 2.13 7.1 0.483 1 2.167 26.167 0.000 7.24 0.00 2.13 7.1 0.483 1 2.250 26.250 0.000 7.26 0.00 2.14 7.2 0.484 1 2.333 26.333 0.000 7.28 0.00 2.14 7.2 0.484 1 2.417 26.417 0.000 7.29 0.00 2.14 7.2 0.485 1 2.500 26.500 0.000 7.31 0.00 2.14 7.2 0.485 1 2.583 26.583 0.000 7.33 0.00 2.14 7.3 0.486 1 2.667 26.667 0.000 7.34 0.00 2.15 7.3 0.486 1 2.750 26.750 0.000 7.36 0.00 2.15 7.3 0.487 1 2.833 26.833 0.000 7.38 0.00 2.15 7.3 0.487 1 2.917 26.917 0.000 7.40 0.00 2.15 7.3 0.487 1 3.000 27.000 0.000 7.41 0.00 2.15 7.4 0.488 1 3.083 27.083 0.000 7.43 0.00 2.15 7.4 0.488 1 3.167 27.167 0.000 7.45 0.00 2.15 7.4 0.489 1 3.250 27.250 0.000 7.47 0.00 2.16 7.4 0.489 1 3.333 27.333 0.000 7.49 0.00 2.16 7.4 0.489 1 3.417 27.417 0.000 7.50 0.00 2.16 7.4 0.490 1 3.500 27.500 0.000 7.52 0.00 2.16 7.5 0.490 1 3.583 27.583 0.000 7.54 0.00 2.16 7.5 0.491 1 3.667 27.667 0.000 7.56 0.00 2.16 7.5 0.491 1 3.750 27.750 0.000 7.58 0.00 2.17 7.5 0.491 1 3.833 27.833 0.000 7.60 0.00 2.17 7.5 0.492 1 3.917 27.917 0.000 7.62 0.00 2.17 7.6 0.492 1 4.000 28.000 0.000 7.64 0.00 2.17 7.6 0.493 1 4.083 28.083 0.000 7.66 0.00 2.17 7.6 0.493 1 4.167 28.167 0.000 7.68 0.00 2.17 7.6 0.493 1 4.250 28.250 0.000 7.70 0.00 2.18 7.6 0.494 1 4.333 28.333 0.000 7.72 0.00 2.18 7.7 0.494 1 4.417 28.417 0.000 7.74 0.00 2.18 7.7 0.495 11/06/03 UH -84 PROPOSED HYDROLOGY 1 4.500 28.500 0.000 7.76 0.00 2.18 7.7 0.495 1 4.583 28.583 0.000 7.78 0.00 2.18 7.7 0.496 i 4.667 28.667 0.000 7.80 0.00 2.18 7.7 0.496 1 4.750 28.750 0.000 7.82 0.00 2.19 7.8 0.496 1 4.833 28.833 0.000 7.84 0.00 2.19 7.8 0.497 i 4.917 28.917 0.000 7.86 0.00 2.19 7.8 0.497 1 5.000 29.000 0.000 7.89 0.00 2.19 7.8 0.498 1 5.083 29.083 0.000 7.91 0.00 2.19 7.8 0.498 1 5.167 29.167 0.000 7.93 0.00 2.20 7.9 0.499 1 5.250 29.250 0.000 7.95 0.00 2.20 7.9 0.499 1 5.333 29.333 0.000 7.98 0.00 2.20 7.9 0.500 1 5.417 29.417 0.000 8.00 0.00 2.20 7.9 0.500 1 5.500 29.500 0.000 8.02 0.00 2.20 8.0 0.501 1 5.583 29.583 0.000 8.05 0.00 2.20 8.0 0.501 1 5.667 29.667 0.000 8.07 0.00 2.20 8.0 0.501 1 5.750 29.750 0.000 8.09 0.00 2.21 8.0 0.502 1 5.833 29.833 0.000 8.12 0.00 2.21 8.1 0.502 1 5.917 29.917 0.000 8.14 0.00 2.21 8.1 0.502 1 6.000 30.000 0.000 8.17 0.00 2.21 8.1 0.502 1 6.083 30.083 0.000 8.19 0.00 2.21 8.1 0.503 1 6.167 30.167 0.000 8.22 0.00 2.21 8.2 0.503 1 6.250 30.250 0.000 8.24 0.00 2.21 8.2 0.503 1 6.333 30.333 0.000 8.27 0.00 2.21 8.2 0.504 1 6.417 30.417 0.000 8.30 0.00 2.21 8.3 0.504 1 6.500 30.500 0.000 8.32 0.00 2.22 8.3 0.504 1 6.583 30.583 0.000 8.35 0.00 2.22, 8.3 0.505 1 6.667 30.667 0.000 8.38 0.00 2.22 8.3 0.505 1 6.750 30.750 0.000 8.40 0.00 2.22 8.4 0.505 1 6.833 30.833 0.000 8.43 0.00 2.22 8.4 0.505 1 6.917 30.917 0.000 8.46 0.00 2.22 8.4 0.506 1 7.000 31.000 0.000 8.49 0.00 2.22 8.4 0.506 1 7.083 31.083 0.000 8.52 0.00 2.22 8.5 0.506 1 7.167 31.167 0.000 8.55 0.00 2.23 8.5 0.507 1 7.250 31.250 0.000 8.58 0.00 2.23 8.5 0.507 1 7.333 31.333 0.000 8.61 0.00 2.23 8.6 0.507 1 7.417 31.417 0.000 8.64 0.00 2.23 8.6 0.508 1 7.500 31.500 0.000 8.67 0.00 2.23 8.6 0.508 1 7.583 31.583 0.000 8.70 0.00 2.23 8.6 0.509 1 7.667 31.667 0.000 8.73 0.00 2.23 8.7 0.509 1 7.750 31.750 0.000 8.76 0.00 2.23 8.7 0.509 1 7.833 31.833 0.000 8.79 0.00 2.24 8.7 0.510 1 7.917 31.917 0.000 8.83 0.00 2.24 8.8 0.510 1 8.000 32.000 0.000 8.86 0.00 2.24 8.8 0.510 1 8.083 32.083 0.000 8.89 0.00 2.24 8.8 0.511 1 8.167 32.167 0.000 8.93 0.00 2.24 8.9 0.511 1 8.250 32.250 0.000 8.96 0.00 2.24 8.9 0.512 1 8.333 32.333 0.000 9.00 0.00 2.24 8.9 0.512 1 8.417 32.417 0.000 9.03 0.00 2.25 9.0 0.512 1 8.500 32.500 0.000 9.07 0.00 2.25 9.0 0.513 1 8.583 32.583 0.000 9.11 0.00 2.25 9.0 0.513 1 8.667 32.667 0.000 9.14 0.00 2.25 9.1 0.514 1 8.750 32.750 0.000 9.18 0.00 2.25 9.1 0.514 1 8.833 32.833 0.000 9.22 0.00 2.25 9.2 0.515 1 8.917 32.917 0.000 9.26 0.00 2.26 9.2 0.515 1 9.000 33.000 0.000 9.30 0.00 2.26 9.2 0.515 1 9.083 33.083 0.000 9.34 0.00 2.26 9.3 0.516 1 9.167 33.167 0.000 9.38 0.00 2.26 9.3 0.516 1 9.250 33.250 0.000 9.42 0.00 2.26 9.4 0.517 1 9.333 33.333 0.000 9.46 0.00 2.27 9.4 0.517 1 9.417 33.417 0.000 9.51 0.00 2.27 9.4 0.518 1 9.500 33.500 0.000 9.55 0.00 2.27 9.5 0.518 1 9.583 33.583 0.000 9.60 0.00 2.27 9.5 0.519 1 9.667 33.667 0.000 9.64 0.00 2.27 9.6 0.519 1 9.750 33.750 0.000 9.69 0.00 2.27 9.6 0.520 1 9.833 33.833 0.000 9.73 0.00 2.28 9.7 0.520 1 9.917 33.917 0.000 9.78 0.00 2.28 9.7 0.521 1 10.000 34.000 0.000 9.83 0.00 2.28 9.7 0.522 11/06/03 UH -85 PROPOSED HYDROLOGY 1 10.083 34.083 0.000 9.88 0.00 2.28 9.8 0.522 1 10.167 34.167 0.000 9.93 0.00 2.28 9.8 0.523 1 10.250 34.250 0.000 9.98 0.00 2.29 9.9 0.523 1 10.333 34.333 0.000 10.03 0.00 2.29 9.9 0.524 1 10.417 34.417 0.000 10.08 0.00 2.29 10.0 0.524 1 10.500 34.500 0.000 10.14 0.00 2.29 10.0 0.525 1 10.583 34.583 0.000 10.19 0.00 2.30 10.1 0.526 1 10.667 34.667 0.000 10.25 0.00 2.30 10.2 0.526 1 10.750 34.750 0.000 10.31 0.00 2.30 10.2 0.527 1 10.833 34.833 0.000 10.37 0.00 2.30 10.3 0.528 1 10.917 34.917 0.000 10.43 0.00 2.31 10.3 0.528 1 11.000 35.000 0.000 10.49 0.00 2.31 10.4 0.529 1 11.083 35.083 0.000 10.55 0.00 2.31 10.4 0.530 1 11.167 35.167 0.000 10.61 0.00 2.31 10.5 0.530 1 11.250 35.250 0.000 10.68 0.00 2.32 10.6 0.531 1 11.333 35.333 0.000 10.74 0.00 2.32 10.6 0.532 1 11.417 35.417 0.000 10.81 0.00 2.32 10.7 0.533 1 11.500 35.500 0.000 10.88 0.00 2.33 10.8 0.534 1 11.583 35.583 0.000 10.95 0.00 2.33 10.8 0.534 1 11.667 35.667 0.000 11.03 0.00 2.33 10.9 0.535 1 11.750 35.750 0.000 11.10 0.00 2.34 11.0 0.536 1 11.833 35.833 0.000 11.18 0.00 2.34 11.1 0.537 1 11.917 35.917 0.000 11.26 0.00 2.34 11.1 0.538 1 12.000 36.000 0.000 11.34 0.00 2.35 11.2 0.539 1 12.083 36.083 0.000 11.40 0.00 2.35 11.3 0.540 1 12.167 36.167 0.000 11.40 0.00 2.35 11.3 0.540 1 12.250 36.250 0.000 11.29 0.00 2.35 11.3 0.540 1 12.333 36.333 0.000 11.12 0.00 2.34 11.3 0.539 1 12.417 36.417 0.000 10.91 0.00 2.34 11.2 0.537 1 12.500 36.500 0.000 10.77 0.00 2.33 11.0 0.535 1 12.583 36.583 0.000 10.73 0.00 2.33 10.9 0.534 1 12.667 36.667 0.000 10.75 0.00 2.33 10.8 0.534 1 12.750 36.750 0.000 10.81 0.00 2.33 10.8 0.534 1 12.833 36.833 0.000 10.90 0.00 2.33 10.8 0.534 1 12.917 36.917 0.000 11.01 0.00 2.33 10.9 0.535 1 13.000 37.000 0.000 11.13 0.00 2.34 11.0 0.536 1 13.083 37.083 0.000 11.25 0.00 2.34 11.1 0.537 1 13.167 37.167 0.000 11.37 0.00 2.34 11.2 0.539 1 13.250 37.250 0.000 11.51 0.00 2.35 11.3 0.540 1 13.333 37.333 0.000 11.65 0.00 2.36 11.4 0.542 1 13.417 37.417 0.000 11.80 0.00 2.36 11.6 0.543 1 13.500 37.500 0.000 11.95 0.00 2.37 11.7 0.545 1 13.583 37.583 0.000 12.11 0.00 2.38 11.9 0.547 1 13.667 37.667 0.000 12.28 0.00 2.38 12.0 0.549 1 13.750 37.750 0.000 12.46 0.00 2.39 12.2 0.551 1 13.833 37.833 0.000 12.64 0.00 2.40 12.3 0.553 1 13.917 37.917 0.000 12.83 0.00 2.41 12.5 0.555 1 14.000 38.000 0.000 13.03 0.00 2.41 12.7 0.557 1 14.083 38.083 0.000 13.24 0.00 2.42 12.9 0.559 1 14.167 38.167 0.000 13.45 0.00 2.43 13.1 0.562 1 14.250 38.250 0.000 13.64 0.00 2.44 13.3 0.564 1 14.333 38.333 0.000 13.83 0.00 2.45 13.5 0.566 1 14.417 38.417 0.000 14.04 0.00 2.46 13.7 0.569 1 14.500 38.500 0.000 14.27 0.00 2.47 13.9 0.571 1 14.583 38.583 0.000 14.54 0.00 2.48 14.1 0.574 1 14.667 38.667 0.000 14.84 0.00 2.49 14.4 0.577 1 14.750 38.750 0.000 15.18 0.00 2.50 14.7 0.581 1 14.833 38.833 0.000 15.55 0.00 2.52 14.9 0.585 1 14.917 38.917 0.000 15.96 0.00 2.53 15.2 0.590 1 15.000 39.000 0.000 16.40 0.00 2.55 15.6 0.595 1 15.083 39.083 0.000 16.88 0.00 2.57 16.0 0.602 1 15.167 39.167 0..000 17.41 0.00 2.60 16.4 0.609 1 15.250 39.250 0.000 18.00 0.00 2.62 16.9 0.616 1 15.333 39.333 0.000 18.66 0.00 2.65 17.4 0.625 1 15.417 39.417 0.000 19.33 0.00 2.68 18.0 0.634 1 15.500 39.500 0.000 19.86 0.00 2.71 18.6 0.643 1 15.583 39.583 0.000 20.15 0.00 2.74 19.1 0.651 11/06/03 UH -86 PROPOSED HYDROLOGY 1 15.667 39.667 0.000 20.37 0.00 2.76 19.5 0.657 1 15.750 39.750 0.000 20.68 0.00 2.77 19.9 0.662 1 15.833 39.833 0.000 21.49 0.00 2.80 20.3 0.670 1 15.917 39.917 0.000 23.31 0.00 2.85 21.1 0.686 1 16.000 40.000 0.000 26.94 0.00 2.95 22.5 0.716 1 16.083 40.083 0.000 36.91 0.00 3.22 25.1 0.797 1 16.167 40.167 0.000 55.90 0.00 3.80 29.6 0.979 1 16.250 40.250 0.000 81.04 0.00 4.67 36.1 1.288 1 16.333 40.333 0.000 94.77 0.00 5.57 42.9 1.645 1 16.417 40.417 0.000 99.35 0.00 6.38 48.5 1.995 1 16.500 40.500 0.000 81.64 0.00 6.82 52.3 2.197 1 16.667 40.667 0.0 1 16.750 40.750 0.000 32.87 0.00 6.44 52.2 2.022 1 16.833 40.833 0.000 26.22 0.00 6.08 50.3 1.856 1 16.917 40.917 0.000 21.57 0.00 5.65 47.9 1.675 1 17.000 41.000 0.000 20.02 0.00 5.22 45.1 1.502 1 17.083 41.083 0.000 18.83 0.00 4.81 42.3 1.340 1 17.167 41.167 0.000 17.67 0.00 4.41 39.3 1.192 1 17.250 41.250 0.000 15.60 0.00 4.03 36.2 1.050 1 17.333 41.333 0.000 14.85 0.00 3.63 32.8 0.926 1 17.417 41.417 0.000 14.28 0.00 3.30 29.1 0.824 1 17.500 41.500 0.000 13.80 0.00 3.03 26.1 0.739 1 17.583 41.583 0.000 13.34 0.00 2.81 22.8 0.674 1 17.667 41.667 0.000 12.92 0.00 2.67 19.4 0.630 1 17.750 41.750 0.000 12.54 0.00 2.56 17.0 0.599 1 17.833 41.833 0.000 12.19 0.00 2.49 15.3 0.578 1 17.917 41.917 0.000 11.86 0.00 2.44 14.0 0.563 1 18.000 42.000 0.000 11.57 0.00 2.40 12.9 0.554 1 18.083 42.083 0.000 11.32 0.00 2.38 12.3 0.547 1 18.167 42.167 0.000 11.15 0.00 2.36 11.8 0.543 1 18.250 42.250 0.000 11.11 0.00 2.35 11.5 0.540 1 18.333 42.333 0.000 11.15 0.00 2.35 11.3 0.539 1 18.417 42.417 0.000 11.25 0.00 2.35 11.3 0.539 1 18.500 42.500 0.000 11.30 0.00 2.35 11.3 0.539 1 18.583 42.583 0.000 11.27 0.00 2.35 11.3 0.539 1 18.667 42.667 0.000 11.19 0.00 2.34 11.3 0.539 1 18.750 42.750 0.000 11.07 0.00 2.34 11.2 0.538 1 18.833 42.833 0.000 10.95 0.00 2.34 11.1 0.537 1 18.917 42.917 0.000 10.81 0.00 2.33 11.0 0.535 1 19.000 43.000 0.000 10.68 0.00 2.33 10.9 0.534 1 19.083 43.083 0.000 10.56 0.00 2.32 10.8 0.532 1 19.167 43.167 0.000 10.44 0.00 2.32 10.6 0.531 1 19.250 43.250 0.000 10.32 0.00 2.31 10.5 0.530 1 19.333 43.333 0.000 10.21 0.00 2.31 10.4 0.528 1 19.417 43.417 0.000 10.10 0.00 2.30 10.3 0.527 1 19.500 43.500 0.000 9.99 0.00 2.30 10.2 0.526 1 19.583 43.583 0.000 9.89 0.00 2.29 10.1 0.524 1 19.667 43.667 0.000 9.79 0.00 2.29 10.0 0.523 1 19.750 43.750 0.000 9.70 0.00 2.28 9.9 0.522 1 19.833 43.833 0.000 9.61 0.00 2.28 9.8 0.521 1 19.917 43.917 0.000 9.52 0.00 2.27 9.7 0.520 1 20.000 44.000 0.000 9.43 0.00 2.27 9.6 0.519 1 20.083 44.083 0.000 9.35 0.00 2.27 9.5 0.518 1 20.167 44.167 0.000 9.27 0.00 2.26 9.4 0.517 1 20.250 44.250 0.000 9.19 0.00 2.26 9.3 0.516 1 20.333 44.333 0.000 9.12 0.00 2.26 9.2 0.515 1 20.417 44.417 0.000 9.04 0.00 2.25 9.2 0.514 1 20.500 44.500 0.000 8.97 0.00 2.25 9.1 0.513 1 20.583 44.583 0.000 8.90 0.00 2.25 9.0 0.512 1 20.667 44.667 0.000 8.83 0.00 2.24 9.0 0.512 1 20.750 44.750 0.000 8.77 0.00 2.24 8.9 0.511 1 20.833 44.833 0.000 8.70 0.00 2.24 8.8 0.510 1 20.917 44.917 0.000 8.64 0.00 2.23 8.8 0.509 1 21.000 45.000 0.000 8.58 0.00 2.23 8.7 0.508 1 21.083 45.083 0.000 8.52 0.00 2.23 8.6 0.508 1 21.167 45.167 0.000 8.47 0.00 2.23 8.6 0.507 11/06/03 UH-87 PROPOSED HYDROLOGY 1 21.250 45.250 0.000 8.41 0.00 2.22 8.5 0.506 1 21.333 45.333 0.000 8.35 0.00 2.22 8.5 0.506 1 21.417 45.417 0.000 8.30 0.00 2.22 8.4 0.505 1 21.500 45.500 0.000 8.25 0.00 2.22 8.3 0.504 1 21.583 45.583 0.000 8.20 0.00 2.21 8.3 0.504 1 21.667 45.667 0.000 8.15 0.00 2.21 8.2 0.503 1 21.750 45.750 0.000 8.10 0.00 2.21 8.2 0.503 1 21.833 45.833 0.000 8.05 0.00 2.21 8.1 0.502 1 21.917 45.917 0.000 8.00 0.00 2.21 8.1 0.502 1 22.000 46.000 0.000 7.96 0.00 2.20 8.0 0.501 1 22.083 46.083 0.000 7.91 0.00 2.20 8.0 0.500 1 22.167 46.167 0.000 7.87 0.00 2.20 7.9 0.500 1 22.250 46.250 0.000 7.82 0.00 2.20 7.9 0.499 1 22.333 46.333 0.000 7.78 0.00 2.19 7.9 0.499 1 22.417 46.417 0.000 7.74 0.00 2.19 7.8 0.498 1 22.500 46.500 0.000 7.70 0.00 2.19 7.8 0.497 1 22.583 46.583 0.000 7.66 0.00 2.19 7.8 0.496 1 22.667 46.667 0.000 7.62 0.00 2.18 7.7 0.495 1 22.750 46.750 0.000 7.58 0.00 2.18 7.7 0.495 1 22.833 46.833 0.000 7.54 0.00 2.18 7.7 0.494 1 22.917 46.917 0.000 7.51 0.00 2.17 7.6 0.493 1 23.000 47.000 0.000 7.47 0.00 2.17 7.6 0.492 1 23.083 47.083 0.000 7.43 0.00 2.17 7.6 0.491 1 23.167 47.167 0.000 7.40 0.00 2.16 7.5 0.491 1 23.250 47.250 0.000 7.36 0.00 2.16 7.5 0.490 1 23.333 47.333 0.000 7.33 0.00 2.16 7.4 0.489 1 23.417 47.417 0.000 7.30 0.00 2.15 7.4 0.488 1 23.500 47.500 0.000 7.26 0.00 2.15 7.4 0.488 1 23.583 47.583 0.000 7.23 0.00 2.15 7.3 0.487 1 23.667 47.667 0.000 7.20 0.00 2.14 7.3 0.486 1 23.750 47.750 0.000 7.17 0.00 2.14 7.3 0.485 1 23.833 47.833 0.000 7.14 0.00 2.14 7.2 0.485 1 23.917 47.917 0.000 7.11 0.00 2.14 7.2 0.484 1 24.000 48.000 0.000 7.08 0.00 2.13 7.2 0.483 1 24.083 48.083 0.000 6.94 0.00 2.13 7.1 0.482 1 24.167 48.167 0.000 6.49 0.00 2.11 7.0 0.479 1 24.250 48.250 0.000 5.52 0.00 2.08 6.7 0.470 1 24.333 48.333 0.000 4.25 0.00 2.03 6.2 0.456 1 24.417 48.417 0.000 2.76 0.00 1.94 5.7 0.437 1 24.500 48.500 0.000 1.59 0.00 1.84 5.2 0.412 1 24.583 48.583 0.000 0.88 0.00 1.73 4.8 0.384 1 24.667 48.667 0.000 0.48 0.00 1.61 4.4 0.357 1 24.750 48.750 0.000 0.26 0.00 1.51 4.0 0.331 1 24.833 48.833 0.000 0.14 0.00 1.41 3.6 0.307 1 24.917 48.917 0.000 0.10 0.00 1.31 3.3 0.285�^`s 1 25.000 49.000 0.000 0.07 0.00 1.23 3.0 0.265 1 25.083 49.083 0.000 0.03 0.00 1.16 2.7 0.247 <<-e 1 25.167 49.167 0.000 0.00 0.00 1.09 2.4 0.231 gun hent 1 25.250 49.250 0.000 0.00 0.00 1.02 2.2 0.216 Q te,c " 1 25.333 49.333 0.000 0.00 0.00 0.96 2.0 0.202 oiar .4/01'-7 1 25.416 49.416 0.000 0.00 0.00 0.90 1.8 0.189 1 25.500 49.500 0.000 0.00 0.00 0.84 1.7 0.177 1 25.583 49.583 0.000 0.00 0.00 0.79 1.6 0.166 1 25.666 49.666 0.000 0.00 0.00 0.74 1.5 0.156 1 25.750 49.750 0.000 0.00 0.00 0.69 1.4 0.146 1 25.833 49.833 0.000 0.00 0.00 0.65 1.3 0.137 1 25.916 49.916 0.000 0.00 0.00 0.61 1.2 0.128 1 26.000 50.000 0.000 0.00 0.00 0.57 1.2 0.120 1 26.083 50.083 0.000 0.00 0.00 0.54 1.1 0.113 1 26.166 50.166 0.000 0.00 0.00 0.50 1.0 0.105 1 26.250 50.250 0.000 0.00 0.00 0.47 1.0 0.099 1 26.333 50.333 0.000 0.00 0.00 0.44 0.9 0.093 1 26.416 50.416 0.000 0.00 0.00 0.41 0.8 0.087 1 26.500 50.500 0.000 0.00 0.00 0.39 0.8 0.081 1 26.583 50.583 0.000 0.00 0.00 0.36 0.7 0.076 1 26.666 50.666 0.000 0.00 0.00 0.34 0.7 0.071 1 26.750 50.750 0.000 0.00 0.00 0.32 0.7 0.067 11/06/03 UH -88 PROPOSED HYDROLOGY 1 26.833 50.833 0.000 0.00 0.00 0.30 0.6 0.063 1 26.916 50.916 0.000 0.00 0.00 0.28 0.6 0.059 1 27.000 51.000 0.000 0.00 0.00 0.26 0.5 0.055 1 27.083 51.083 0.000 0.00 0.00 0.25 0.5 0.052 1 27.166 51.166 0.000 0.00 0.00 0.23 0.5 0.048 1 27.250 51.250 0.000 0.00 0.00 0.22 0.4 0.045 1 27.333 51.333 0.000 0.00 0.00 0.20 0.4 0.042 1 27.416 51.416 0.000 0.00 0.00 0.19 0.4 0.040 1 27.500 51.500 0.000 0.00 0.00 0.18 0.4 0.037 1 27.583 51.583 0.000 0.00 0.00 0.17 0.3 0.035 1 27.666 51.666 0.000 0.00 0.00 0.16 0.3 0.033 1 27.750 51.750 0.000 0.00 0.00 0.15 0.3 0.031 1 27.833 51.833 0.000 0.00 0.00 0.14 0.3 0.029 1 27.916 51.916 0.000 0.00 0.00 0.13 0.3 0.027 1 28.000 52.000 0.000 0.00 0.00 0.12 0.2 0.025 Note: Computed Hydrograph continues past two days after the peak day of the design storm. ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 31.424 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 31.424 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 11/06/03 UH -89 PROPOSED HYDROLOGY 09/06/03 STREET FLOW DEPTH CATCH BASIN SIZING CALCULATIONS D-1 MADOLE & ASSOCIATES, INC. Job 685-1650 Civil Engineers -Land Surveyors -Planners Sheet No. of t(t 10601 Church Street Suite 107 Calculated by: MJG Date 3/25/2003 Rancho Cucamonga, CA 91730 Checked by: MJG Date 3/25/2003 (909)948-1311 fax948-8464 Scale .a Description: Condition: Street R/O/W = 64 ft, Gurb-curb = 4u tt, c:urD meigni = a in, k,r055rao = u.04 ivn Curb Geometry: Batter = 0.125', Gutter Width = 1.5', Hike = 0.11', Lip = 0.03' Parkway Width/Slope/Mannings N = 12'/ 0.02 / 0.025, Street Mannings N = 0.015 Street Cross-section Diagram 0.80 0.70 ¢-----------------------------0.74 0.60 0.50 'yg=_ _:_:_: X51=:_-_-_-= 0.50 0.40 0.30 0.20 0.1 .14 0.10 0.11 0.11 0.00 0.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 Flow Depth at Flow Rate (ft) Q Left side Right side cfs I (ft) I (ft) Condition (ft) Slope Q Left side Right side Slope ft/ft cfs (ft) (ft) Condition ft/ft 0.0050 0.0237 .. .. %� F •:5,, t'� "�.'Yik`' <u <. fed '..: .. ;.ed ;' :`°i ' 0.0140 3.2 0.32 0.32 Below Crown 0.0240 Z 0.0140 _ 0.0264 ®.. 0.0252 13.5 0.45 0.45 Below Crown 0.0240 (ft) Q Left side Right side cfs I (ft) I (ft) Condition MADOLE& ASSOCIATES, INC. Job 6854650 Civil Sheet No. Of 10601 Church Street Suite 1O7 Calculated by: K4JG Date 3/25/2003 t(t RmnohoCuoamonga.CA9173O ��heohmdby: K4JG Oota 3/26/2003_(900)048-1311fex948-8464 Scale Description: Condition: Street R/O/VV=OOft, Curb -Curb =36 tt, Curb Msxgrit=tjin, uroasng|=u.uuWE Curb Geometry: Batter =O.125. Gutter Width = 15. Hike =0.11'. Lip 0.03' PorhvvayVWdth/Q|ope/Manninga N = 12'/0.O2/0.O35. Street Mannings N =U.U15 Slope Standard Flow Conditions Flow to Crown (d=0.47ft) Flow to Curbs (d=0.5ft) Left Right Tot I Left Right Total Flow to R/OlW (d=0.74ft) Left Right Total ft/ft CfS (ft) (ft) Condition fuft cfs (ft) (ft) Condition 0.0050 6.4 0.45 0.45 Below Crown 0.0237 0.0140 6.8 0.4 0.4 Below Crown 0.0240 25A "Sm 0.0241 0.0264 0.0266 0.0240 .61 Flow Depth at Flow Rate Slope Q Left side Right side Slope Q Left side Right side ft/ft CfS (ft) (ft) Condition fuft cfs (ft) (ft) Condition 0.0050 6.4 0.45 0.45 Below Crown 0.0237 0.0140 6.8 0.4 0.4 Below Crown 0.0240 0.0,14 0.0241 0.0264 0.0266 0.0240 MADOLE & ASSOCIATES, INC. Job 685-1650 Civil Engineers -Land Surveyors -Planners Sheet No. of tt( 10601 Church Street Suite 107 Calculated by: MJG Date 3/25/2003 Rancho Cucamonga, CA 91730 Checked by: MJG Date 3/25/2003 (909)948-1311 fax948-8464 Scale ,.3 .. Y ..'.. "`$ A .w '.^lr.. : �" C. 6L E � iiG• 6�� f Imo• M�iF � `A•a'' L v > x e r•a Description: Condition: Street R/O/W = 104 ft, Curb -Curb = 80 ft, Curb Height= 8 in, Crossfall = 0.02 ft/ft Curb Geometry: Batter= 0.167', Gutter Width= 1.5', Hike= 0.11', Lip= 0.03' Parkway Width/Slope/Mannings N = 12'/ 0.02 / 0.025, Street Mannings N = 0.015 Street Cross-section Diagram 1.00 0.90 1 - - _x - - - 0.91 0.80 0.70 .6;L------- -- - - - ------- -- - - -- 0.67 0.60 0.50 0.40 0.30 14 0.20 0 0.10 0.00 0.11 0.11 0.00 0.00 0.00 20.00 40.00 60.00 80.00 100.00 120.00 Flow Depth at Flow Rate (ft) (ft) Slope Q Left side Right side Slope Q Left side Right side ft/ft cfs (ft) (ft) Condition ft/ft cfs ft (ft) Condition 0.0�050 0.0237 �. w "� .�i:" v ¢. '`>Sn it9�D^A :.hi .. •. W;,M-V � � �<t.k3.&.Y.. 0.0140 , 0.0240 m �' •: 0.0241 11 0.42 0.42 ,. Below Crown 0.0264 aFr^ .. .k �,. ..7 a r ��•3 ('� <+;a >'SiB�g , V�. 0.0240 0.0266 CB # 1 (USE W=14') **************************************************************************** »»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) = 32.80 2 X Q100 (Q100=17.4/2 + 7.7=16.4) BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 15.35 Note: The combined CB 1 & 2 will intercept 2xQ 100 CB # 2 (USE W=14') **************************************************************************** »»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) = 23.00 2XQ100 (Q100=17.4/2 + 1.3 + 1.5=11.5) BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 10.77 09/06/03 D-2 CB'S # 3 (USE W=4') **************************************************************************** »»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) = 6.40 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.00 09/06/03 D-3 CB# 4 (USE W=14') **************************************************************************** »»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) = 8.20 GUTTER FLOWDEPTH(FEET) = 0.42 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 4.00 2.36 4.50 2.64 5.00 2.91 5.50 3.19 6.00 3.46 6.50 3.71 7.00 3.96 7.50 4.18 8.00 4.40 8.50 4.62 9.00 4.83 9.50 5.04 10.00 5.24 10.50 5.45 11.00 5.64 11.50 5.83 12.00 6.02 12.50 6.19 13.00 6.34 14.00 6.65 Flow by to Node 108 = 8.2 - 6.7 = 1.5 cfs 9 15.00 6.93 15.50 7.06 16.00 7.20 16.50 7.32 17.00 7.45 17.50 7.57 18.00 7.69 18.50 7.80 19.00 7.91 19.50 8.02 20.00 8.13 20.35 8.20 09/06/03 D-4 CB#5 at south side of Node 105 (USE W=7') **************************************************************************** »»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) = 4.70 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.20 CB#6 at north side of Node 105 (USE W=10') **************************************************************************** »»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) = 18.30 ( 11.1 + 2*(15.4-11.8) = 18.3 ) BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 8.57 11/14/03 D-5 CB'S # 7 & 8 (USE W=21') »»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) = 15.40 GUTTER FLOWDEPTH(FEET) = 0.47 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 11.00 7.20 11.50 7.46 12.00 7.73 12.50 7.98 13.00 8.23 13.50 8.47 14.00 8.72 14.50 8.96 15.00 9.20 15.50 9.44 16.00 9.68 16.50 9.91 17.00 10.15 17.50 10.37 18.00 10.60 18.50 10.81 19.00 11.02 19.50 11.23 20.00 11.43 21.00 11.81 FLOW BY TO CB'S 6 & 7 = 15.4-11.8=3.6 21.5 1.99 22.00 12.17 22.50 12.34 23.00 12.51 23.50 12.67 24.00 12.84 24.50 12.99 25.00 13.15 25.50 13.30 26.00 13.44 26.50 13.59 27.00 13.73 27.50 13.86 28.00 14.00 33.50 15.31 33.94 15.40 09/06/03 D-6 5.24 HANDBOOK OF HYDRAULICS The discharge over broad -crested weirs is usually expressed by the equation (:�:Q=CLH" (5.10) Experiments on broad -crested weirs have been performed by Blackwell, Bazin, Woodburn, the U.S. Deep Waterways Board, and the U.S. Geological Survey. These experiments cover a wide range of conditions as to the head, breadth, and height of the weir. Consider- able discrepancy exists in the results of the different experiments, especially for heads below 15 cm. For heads from 15 to about 45 cm the coefficient becomes more uniform, and for heads from 45 cm to the point at which the nappe becomes detached from the crest, the coefficient as given by the different experiments is nearly constant and equals approximately 1.45. When the head reaches one to two times the breadth of the weir, the nappe becomes detached and the weir becomes essentially sharp -crested. The effect on discharge of the roughness of the crest can be computed by applying the principles of flow in open channels. In order to put the results of the various experiments in a form convenient for use, Table 5.1 has been prepared by graphically inter- polating the results of all experiments, giving more weight to those of the U.S. Geological Survey. This table should give values of C within the limits of accuracy of the original experiments. The effect of rounding the upstream corner of a broad -crested weir is to increase the discharge for a given head. Table 5.2 lists experi- ments on this type of weir. The effect of rounding the upstream corner on a radius of 10 cm is to increase the coefficient C by approximately 9 percent. Coefficients by Woodburn19 for flat weirs with rounded up- stream corners and gently sloping crests are given in Table 5.3a. Blackwell experimented with three weirs 90 cm broad, having a slightly inclined crest. Inclining the crest appears to increase the co- efficient of discharge slightly. The results of these experiments are rather inconsistent, especially for low heads. Table 5.3b has been compiled from Blackwell's experiments. Sloping the top of a broad - crested weir makes it similar to a triangular weir with the upstream face vertical. The coefficients given in Tables 5.4 and 5.5 will therefore be helpful in selecting coefficients for broad -crested weirs with sloping crests. If the upstream corner of a weir is so rounded as to prevent con- traction entirely, and if the slope of the crest is as great as the loss of head due to friction, flow occurs at critical depth, and discharge is given by the rational formula C) rnrnLO 0toLn LaoLOLOLOLOto CD ._+rna0 ocom cocomcocomco �n �n to o ���������MLOtoa in m d! d! d! d� w d! d! d� d! "'a.. „Q o 0M00 CDNco O�Nd0 CMOM \ N d!dt d! dd!d !! Iq Iq Lq Ln u7 L - a0 o co 00 co to 000 to.q`Vomeoco Cf) d d d d d! tn Xq co col a0 0o ap H 3 6 w 0 c0 00NC17 0MtocoMMco d:LOLO corn N o0 o0 a0 aD m v O H -1 r -i .1 .--i N 0 U o Cb 0 It L__ M0t- 0t-mmmmco o w 'n co to r N 00 00 00 00 00 W r4 r4 r4 ri 0 w to co to ca H 4MMcoMmm It � 't Iq �q r 1P a0 ao OR OR 0o OR Co U II 0 0 Ln ti�4N mmmo0mmm m m In co t-: ap a0 00 0o ao m ao ao co o u�ocm 0c11co coMcommmcm 01 10 co N oo ao ao 00 00 a0 0o w ao ao U w 0 to ,1oe� Gomco mme+0c+0me0co o°}i -1 co ti co ao a0 60 0o ao ao 00 0o aD ao 000 000 00 ',cpm dl LOM aomocvd LnN m 600 606 66r+r4 r -i 1414 � SF .. t:. _..a 5.25 MADOLE AND ASSOCIATES, INC. 10601 CHURCH STREET STE. 107 RANCHO CUCAMONGA, CA 91730 PHONE (909) 948-1311 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE ... .. . ... 0 . .. .... . .......... .. .. .... . .... ... .......... .... ..... ... .... .... -. 11-614 V ..... ........... ... . ... ...... ... ........... .. . ........ - ..... ......... ..... . ..... ...... ......... . ... . .......... . . . .... .41 ............. ... c- ... . . ........ ... ........ 7-' 7 .. ... . .... wi.w . . . ....... . ..... .. . ... ....... ..... . ......... .... ...... ......... ....... ... .. -7 .... ........ . ........ ....... . ..... ..... ..... . . ...... . ..... . ..... .... .. ... . .. - .. .. .. .......... . ..... .. ... ... . ... ... .... . ..... . ... . ......... .. . . . . ... ..... .. .. .. ... ... . . . ..... ------------- ..... ... .... ...... ... . ...... ...... . ... . .. .. .. ...... . ... . .. .... . . ... ... .. .. ... . . ... WAD[)LE AND ASSOCIATES, INC 10801 CHURCH STREET ST[. 107 RANCHO CUCAMONGA, CA 91730 PHONE (QOQ) 948-1311 JOB SHEET NO. OF / CALCULATED BY DATE CHECKED BY DATE SCALE _-/f�___ 15 17 - crl!�r 771- 1- ljai 15 MADOLE AND ASSOCIATES, INC 10601 CHURCH STREET STE. 107 RANCHO CUCAMONGA, CA 91730 PHONE (909) 948-1311 ,JOB 72 l6 3 e SHEET NO. OF 2 - CALCULATED CALCULATED BY %y%rnu�/ ;�`.,r/I-(ef DATE L CHFCKFD BY p ji" o,47a ic) DATE $(lZ V lr'5 tt( JOB Ti 16 � (2 3 MADOLE AND ASSOCIATES, INC. SHEET NO. 2— OF Z 10601 CHURCH STREET STE. 107 RANCHO CUCAMONGA, CA 91730 CALCULATED BY J'%a ti� r <,o �� �J DATE PHONE (909) 948-1311 CHECKED BY �f r,.� -� � ©✓�� r�I DATE 6124 SCALE .k/ 71 ............ ._:....... ....... ; ...._:..... ._....:.. .., ..i.... _.. ._.._..... .. .._. .... ...___ .: .............. ... _... ._ ..._. .... ... .... ......._ ... _ ......... ___....... .. ...... ...... ........FIM ._........ ... ......... .. .. .... .... f -E 1 i I ................. ................ . j RY OT : t ; t PROPOSED u � r r r i ! i F_SD' i14fi0i ' 1 SIA 9+ D E N.H;LU r ; EIY!OTMER :i r r r ; r .._..............................:... .............................................:................................. .. ...... i _ _ ` I r : . ....... ....... ... ........ I . !' STA36+22.0 ..... R1AL..ELEV. =1 = IN.H. 151.63. - _ i .14 50! i WATERi ... ....:....... ..-£X157""GROUND" . ..... ... ... :...... . .. tA5 .92 INV. .... ........ ........ .. .. - ... ....., ........ .... 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S ............... - .............. - m Z o� .. .. ...... ....... ... .. .. i i i .... ..__.....__ .............. 01HERS.. .. ....._......_... .... .._. - _.... r _ - .._ _......... 34 ,..., i144oi HGL : 11/14/03 STORM DRAIN HYDRAULICS H-1 FILE: A-INT.WSW W S P G W - EDIT LISTING - Version 14.01 Date:11-14-2003 Time: 1:21:45 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 3 0 .000 3.670 14.000 .000 .000 .00 CD 3 4 1 3.500 CD 4 4 1 2.000 CD 6 4 1 3.000 CD 7 4 1 1.500 CD 10 4 1 2.500 CD 11 3 0 .000 6.230 21.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16363 LINE A HYDRAULICS HEADING LINE NO 2 IS - USING BASIN WS CONTROL FOR THE INTERIM SYSTEM (FOR REFERENCE ONLY) HEADING LINE NO 3 IS - 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 265.000 1454.250 1 1460.900 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 332.420 1454.590 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 335.600 1454.600 3 2 0 .013 16.300 .000 1455.800 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 373.770 1454.750 3 .013 45.000 48.600 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 408.340 1454.890 3 .013 .000 .000 .000 0 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 4 415.480 1454.920 3 4 0 .013 11.500 .000 1456.600 .000 -45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 639.650 1455.830 3 .013 .000 .000 .000 0 11/14/03 H-2 ELEMENT NO 8 IS A REACH 45.000 -21.021 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 U/S DATA STATION INVERT SECT 23.500 N RADIUS ANGLE .000 656.160 1455.890 3 .013 ELEMENT NO 9 IS A JUNCTION MAN H 45.000 -58.824 .000 0 RADIUS ANGLE ANG PT MAN H U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 PHI 3 PHI 4 .000 1459.230 .000 -45.000 664.160 1456.380 6 7 0 .013 4.900 .000 .000 RADIUS ANGLE W S P G W .000 .000 .000 0 RADIUS WATER SURFACE PROFILE - ELEMENT CARD LISTING .000 ELEMENT NO 10 IS A REACH ANG PT MAN H 45.000 90.031 .000 0 RADIUS ANGLE ANG PT U/S DATA STATION INVERT SECT .000 * N Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1460.870 .000 710.360 1456.950 6 RADIUS .013 ELEMENT NO 11 IS A REACH RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 U/S DATA STATION INVERT SECT 1460.670 N -45.000 .000 RADIUS ANGLE 799.590 1458.060 6 .013 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 804.890 1458.120 6 7 0 .013 6.500 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 938.970 1459.780 6 .013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 944.310 1459.870 6 .013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 1015.020 1460.150 6 .013 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N 1043.920 1460.260 6 .013 ELEMENT NO 17 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1049.420 1460.290 6 7 0 .013 4.600 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N 1053.360 1460.300 6 .013 ELEMENT NO 19 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1058.860 1460.320 6 4 0 .013 18.100 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING 11/14/03 H-3 RADIUS ANGLE ANG PT MAN H 45.000 -21.021 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1458.060 .000 23.500 .000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H 45.000 -58.824 .000 0 RADIUS ANGLE ANG PT MAN H 243.209 * -21.021 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1459.230 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.000 90.031 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1460.870 .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 1460.670 .000 -45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 4 ELEMENT NO 20 IS A REACH .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 U/S DATA STATION INVERT SECT N 457.170 8.333 .000 0 RADIUS ANGLE 1070.180 1460.370 6 .013 ELEMENT NO 21 IS A REACH 45.001 -23.631 .000 0 RADIUS ANGLE .000 U/S DATA STATION INVERT SECT N ANG PT MAN H 45.000 -62.987 .000 0 1150.000 1460.690 6 .013 ELEMENT NO 22 IS A REACH .000 1466.850 .000 -45.000 .000 RADIUS ANGLE .000 U/S DATA STATION INVERT SECT N ANG PT MAN H 22.500 36.440 .000 0 1216.490 1462.200 6 .013 ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N 1232.960 1462.570 6 .013 ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N 1251.520 1462.990 6 .013 ELEMENT NO 25 IS A TRANSITION U/S DATA STATION INVERT SECT N 1258.870 1463.640 10 .013 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N 1308.340 1465.040 10 .013 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N 1400.500 1467.650 10 .013 ELEMENT NO 28 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1405.950 1467.800 10 4 0 .013 11.800 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N 1420.260 1468.210 10 .013 ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N 1431.210 1468.520 10 .013 ELEMENT NO 31 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1431.210 1468.520 11 .500 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 32 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1431.210 1468.520 11 11/14/03 H-4 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 457.170 8.333 .000 0 RADIUS ANGLE ANG PT MAN H 394.012 -2.395 .000 0 RADIUS ANGLE ANG PT MAN H 45.001 -23.631 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H 45.000 -62.987 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1466.850 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H 22.500 36.440 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1468.520 PAGE NO 5 FILE: A-INT.WSW W S P G W, CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-14-2003 Time: 1:21:50 TR 16363 LINE A HYDRAULICS USING BASIN WS CONTROL FOR THE INTERIM SYSTEM (FOR REFERENCE ONLY) Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- -i- L/Elem ICh Slope I -I- I -I- -I- I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- -I- NINorm Dp -I- I "N" I X -I- -Fall) -I ZR (Type Ch I I I 265.000 I 1454.250 I 6.650 1460.900 I I 85.50 8.89 I 1.23 I 1462.13 .00 I I 2.88 .00 I I 3.500 .000 -I- .00 1 .0 -I- 67.420 -I- .0050 -I- -I- -I- -I- -i- .0072 -I- .49 -I- 6.65 -I- .00 -I- 3.50 -I- .013 .00 .00 1- PIPE I 332.420 1454.590 I I 6.797 1461.387 I I 85.50 8.89 I 1.23 I 1462.61 .00 I I 2.88 .00 -I- I I 3.500 -I- I .000 -I- .00 I 1 I- .0 -I- JUNCT STR -I- .0031 -I- -I- -I- -I- -I- .0060 -i- .02 -I- .00 -I- .00 .013 .00 .00 PIPE I 335.600 1454.600 I I 7.652 1462.252 I I 69.20 7.19 I .80 I 1463.06 .00 I I 2.61 -I- .00 -I- I I 3.500 -I- I .000 -I- .00 I 1 1- .0 -t- 38.170 -I- .0039 -I- -I- -I- -I- -I- .0047 -I- .18 -I- .00 .00 3.50 .013 .00 .00 PIPE I 373.770 1454.750 I I 7.801 1462.551 I I 69.20 7.19 I .80 I 1463.35 .00 I I 2.61 -I- .00 -I- I I 3.500 -I- I .000 -I- .00 I 1 1- .0 -I- 34.570 -I- .0041 -I- -I- -I- -I- -i- .0047 -I- .16 -I- 7.80 .00 3.50 .013 .00 .00 PIPE I 408.340 1454.890 I I 7.824 1462.714 I I 69.20 7.19 I .80 I 1463.52 .00 I I 2.61 .00 -I- I I 3.500 -I- I .000 -I- .00 I 1 .0 -I- JUNCT STR -I- .0042 -I- -I- -I- -I- -I- .0040 -I- .03 -I- 7.82 -I- .00 .013 .00 .00 I- PIPE I 415.480 1454.920 I I 8.216 1463.136 I I 57.70 6.00 I .56 I 1463.69 .00 I I 2.38 .00 I I 3.500 I .000 -I- .00 I 1 .0 -I- 224.170 -I- .0041 -I- -I- -I- -I- -I- .0033 -I- .74 -I- 8.22 -I- .00 -I- 2.60 -I- .013 .00 .00 1- PIPE I 639.650 1455.830 I I 8.044 1463.874 I I 57.70 6.00 I .56 -I- I 1464.43 -I- .00 -I- I I 2.38 -I- .00 -I- I I 3.500 -I- I .000 -I- .00 I 1 1- .0 -I- 16.510 -I- .0036 -i- -I- -I- -I- .0033 .05 .00 .00 2.73 .013 .00 .00 PIPE I 656.160 1455.890 I I 8.092 1463.982 I i 57.70 6.00 I .56 I 1464.54 .00 I I 2.38 -I- .00 -I- I I 3.500 -I- I .000 -I- .00 f 1 i- .0 -I- JUNCT STR -I- .0612 -I- -I- -I- -I- -I- .0048 -I- .04 -I- .00 .00 .013 .00 .00 PIPE I I 664.160 1456.380 I I 7.414 1463.794 I I 52.80 7.47 I .87 I 1464.66 .00 I I 2.36 .00 -I- I I 3.000 -I- I .000 -I- .00 1 1- .0 -I- 46.200 -I- .0123 -I- -I- -I- -I- -I- .0063 -I- .29 -I- .00 -I- .00 1.87 .013 .00 .00 PIPE 11/14/03 H-5 FILE: A-INT.WSW W S P G W -I CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-14-2003 Time: 1:21:50 TR 16363 LINE A HYDRAULICS USING BASIN WS CONTROL FOR THE INTERIM SYSTEM (FOR REFERENCE ONLY) Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl 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.I ZL -1 IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -1- X-Fa111 ZR (Type Ch I I 710.360 I 1456.950 I I 7.273 I 1464.223 I 52.80 7.47 I .87 I 1465.09 .00 I 2.36 I .00 I 3.000 -I- I .000 -I- .00 1 .0 1- -i- 89.230 -I- .0124 -I- -I- -I- -i- -I- .0063 -I- .56 -I- .00 -I- .00 -I- 1.87 .013 .00 .00 PIPE 799.590 I 1458.060 I I 6.806 1464.866 I I 52.80 7.47 I .87 I 1465.73 .00 I 2.36 I .00 i 3.000 -I- I I .000 -i- .00 I 1 .0 I- -I- JUNCT STR -I- .0113 -I- -I- -I- -I- -I- .0055 -I- .03 -I- 6.81 -I- .00 -I- .013 .00 .00 PIPE I 804.890 I 1458.120 I I 7.102 1465.222 I I 46.30 6.55 I .67 I 1465.89 .00 I 2.22 -I- I .00 -I- I 3.000 -I- I I .000 -I- .00 1 .0 1- -I- 134.080 -I- .0124 -I- -I- -I- -I- -I- .0048 -I- .65 -I- 7.10 .00 1.72 .013 .00 I .00 PIPE I 938.970 I 1459.780 I I 6.088 1465.868 I I 46.30 6.55 I .67 I 1466.53 .00 I 2.22 I .00 -I- i 3.000 -i- I .000 -I- .00 1 .0 1- -I- 5.340 -I- .0168 -I- -I- -I- -I- -I- .0048 -I- .03 -I- 6.09 -i- .00 1.56 .013 .00 .00 I PIPE I 944.310 I 1459.870 I i 6.024 1465.894 I I 46.30 6.55 I .67 I 1466.56 .00 I 2.22 I .00 I 3.000 -I- I .000 -I- .00 1 .0 1- -I- 70.710 -I- .0040 -I- -I- -I- -I- -I- .0048 -I- .34 -I- .00 -I- .00 3.00 -I- .013 .00 .00 PIPE I 1015.020 I 1460.150 I 6.218 I 1466.368 I I 46.30 6.55 I .67 I 1467.03 .00 I 2.22 I .00 I 3.000 -I- -I- I .000 -I- I .00 1 .0 1- -I- 28.900 -I- .0038 -I- -I- -I- -I- -I- .0048 -I- .14 -I- 6.22 -I- .00 3.00 .013 .00 .00 PIPE 1043.920 I 1460.260 I 6.247 I 1466.507 I I 46.30 6.55 I .67 I 1467.17 .00 I 2.22 I .00 I 3.000 -I- -I- I .000 -I- I .00 I 1 .0 I- -i- JUNCT STR -I- .0055 -I- -I- -I- -I- -I- .0044 -I- .02 -I- 6.25 -I- .00 .013 .00 .00 PIPE I 1049.420 I 1460.290 i 6.455 i 1466.745 I i 41.70 5.90 I .54 I 1467.29 .00 I 2.10 I .00 I 3.000 -I- -I- I .000 -I- I .00 1 .0 1- -I- 3.940 -I- .0025 -I- -I- -I- -I- -I- .0039 -I- .02 -I- 6.46 -I- .00 3.00 .013 .00 .00 I PIPE I 1053.360 I 1460.300 I 6.461 I 1466.761 I I 41.70 5.90 I .54 I 1467.30 .00 I 2.10 I .00 I 3.000 -I- -I- I .000 -I- .00 1 .0 I- -I- JUNCT STR -I- .0036 -I- -I- -I- -I- -I- .0026 -I- .01 -I- 6.46 -I- .00 .013 .00 .00 PIPE 11/14/03 H-6 FILE: A-INT.WSW W S P G W -, CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-14-2003 Time: 1:21:50 TR 16363 LINE A HYDRAULICS USING BASIN WS CONTROL FOR THE INTERIM SYSTEM (FOR REFERENCE ONLY) I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I -I- ZL -I IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -i- Dp -I- I "N" I X -Fall) ZR (Type Ch I I I I 1058.860 I 1460.320 I 6.866 I 1467.186 I 23.60 3.34 I .17 I 1467.36 I .00 1.57 I .00 -I- I 3.000 -I- .000 -I- .00 1 .0 1- -I- 11.320 -I- .0044 -I- -I- -I- -I- -I- .0013 -I- .01 -I- 6.87 -I- .00 1.56 .013 .00 I .00 PIPE I I 1070.180 I 1460.370 I 6.830 I 1467.200 I 23.60 3.34 I .17 I 1467.37 I .00 1.57 I .00 -I- I 3.000 -I- I .000 -I- .00 1 .0 1- -I- 79.820 -I- .0040 -I- -I- -I- -I- -I- .0013 -I- .10 -I- 6.83 -I- .00 1.60 .013 .00 I I .00 PIPE I I 1150.000 I 1460.690 I 6.610 I 1467.300 I 23.60 3.34 I .17 I 1467.47 I .00 1.57 -i- I .00 -I- I 3.000 -I- .000 -I- .00 1 .0 1- -I- 66.490 -I- .0227 -i- -I- -I- -I- -I- .0013 -I- .08 -i- .00 .00 .99 .013 .00 I I .00 PIPE I I 1216.490 1462.200 I I 5.194 I 1467.393 I 23.60 3.34 I .17 I 1467.57 I .00 1.57 I .00 -I- I 3.000 -I- .000 -I- .00 1 .0 1- -I- 16.470 -I- .0225 -I- -I- -I- -I- -I- .0013 -I- .02 -I- .00 -I- .00 .99 .013 .00 I .00 I PIPE I I 1232.960 1462.570 I I 4.850 1467.420 I I 23.60 3.34 I .17 I 1467.59 I .00 1.57 -I- I .00 -I- I 3.000 -I- .000 -I- .00 1 .0 1- -I- 18.560 -I- .0226 -I- -I- -I- -I- -I- .0013 -I- .02 -I- .00 .00 .99 .013 .00 I .00 I PIPE I I 1251.520 1462.990 I I 4.471 1467.461 t I 23.60 3.34 I .17 I 1467.63 I .00 1.57 I .00 I 3.000 .000 .00 1 .0 TRANS STR .0884 .0023 .02 4.47 .00 .013 .00 .00 I PIPE I I 1258.870 1463.640 I I 3.689 1467.329 I I 23.60 4.81 I .36 I 1467.69 I .00 -I- 1.65 -1- I .00 I 2.500 -I- -I- I .000 -I- .00 1 .0 1- -I- 49.470 -I- .0283 -I- -I- -I- -I- -I- .0033 -I- .16 .00 .00 1.01 .013 .00 I .00 I PIPE I I 1308.340 1465.040 I I 2.513 1467.553 I I 23.60 4.81 I .36 -I- I 1467.91 I .00 -I- 1.65 -I- I .00 I 2.500 -I- -I- .000 -I- .00 1 .0 1- -i- .173 -I- .0283 -I- -I- -I- -I- .0033 -I- .00 2.51 .00 1.01 .013 I .00 I .00 I PIPE I I 1308.513 1465.045 I I 2.500 1467.545 I I 23.60 4.81 I .36 I 1467.90 .00 I 1.65 I .00 2.500 .000 .00 1 .0 HYDRAULIC JUMP 11/14/03 H-7 FILE: A-INT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-14-2003 Time: 1:21:50 TR 16363 LINE A HYDRAULICS USING BASIN WS CONTROL FOR THE INTERIM SYSTEM (FOR REFERENCE ONLY) Invert I Depth I Water f Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor -I- I.D.1 -I- ZL -I IPrs/Pip -I- L/Elem -I- 1Ch Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I 1308.513 I I 1465.045 I 1.050 I 1466.095 I 23.60 12.06 I 2.26 I 1468.35 .00 I I 1.65 2.47 I 2.500 -I- .000 -i- .00 1 .0 1- -I- 28.278 -I- .0283 -I- -I- -I- -I- -I- .0231 -I- .65 -I- 1.05 -I- 2.39 -I- 1.01 .013 .00 .00 PIPE I 1336.791 I I 1465.846 I 1.083 I 1466.929 I 23.60 11.58 I 2.08 I 1469.01 .00 I I 1.65 2.48 -i- I 2.500 -I- I I .000 -I- .00 1 .0 1- -I- 19.105 -I- .0283 -I- -I- -I- -I- -I- .0205 -I- .39 -i- 1.08 -i- 2.25 1.01 .013 .00 I .00 PIPE I 1355.897 I I 1466.387 I 1.123 1467.510 I I 23.60 11.04 I 1.89 I 1469.40 .00 I I 1.65 -I- 2.49 -I- I 2.500 -I- I .000 -I- .00 1 .0 1- -I- 12.633 -I- .0283 -I- -I- -I- -I- -I- .0180 -I- .23 -t- 1.12 2.10 1.01 .013 .00 I .00 PIPE I 1368.529 I I 1466.745 I 1.165 1467.910 I I 23.60 10.52 I 1.72 I 1469.63 .00 I I 1.65 2.49 -I- I 2.500 -I- I .000 -I- .00 1 .0 1- -I- 9.094 -I- .0283 -I- -I- -I- -I- -I- .0159 -I- .14 -I- 1.17 -I- 1.96 1.01 .013 .00 .00 PIPE I 1377.623 I I 1467.002 1.208 I 1468.210 I I 23.60 10.04 I 1.56 I 1469.77 .00 i i 1.65 -I- 2.50 I 2.500 -I- -I- I I .000 -I- .00 1 .0 1- -I- 6.690 -I- .0283 -I- -I- -I- -I- -I- .0139 -i- .09 -I- 1.21 1.82 1.01 .013 .00 .00 PIPE I 1384.313 I I 1467.192 1.254 I 1468.446 I I 23.60 9.57 I 1.42 I 1469.87 .00 I I 1.65 2.50 I 2.500 -I- -I- I I .000 -I- .00 1 .0 1- -I- 5.005 -I- .0283 -I- -I- -I- -I- -I- .0123 -I- .06 -I- 1.25 -I- 1.70 1.01 .013 .00 I .00 PIPE I 1389.318 I I 1467.333 1.303 I 1468.636 I I 23.60 9.12 I 1.29 I 1469.93 .00 I I 1.65 2.50 I 2.500 -I- -I- I .000 -I- .00 1 .0 1- -i- 3.859 -I- .0283 -I- -I- -I- -i- -I- .0108 -I- .04 -I- 1.30 -I- 1.58 1.01 .013 .00 .00 PIPE I 1393.177 I I 1467.443 1.353 I 1468.796 I I 23.60 8.70 I 1.17 I 1469.97 .00 -I- I I 1.65 -I- 2.49 I 2.500 -I- -I- I I .000 -I- .00 1 .0 1- -I- 2.867 -I- .0283 -I- -I- -I- -I- -I- .0096 -I- .03 1.35 1.47 1.01 .013 .00 I .00 PIPE I 1396.044 I I 1467.524 1.406 I 1468.930 I I 23.60 8.29 I 1.07 I 1470.00 .00 I I 1.65 -I- 2.48 I 2.500 -I- -I- I .000 -I- .00 1 .0 1- -I- 2.017 -I- .0283 -I- -I- -I- -I- -I- .0084 -I- .02 -I- 1.41 1.36 1.01 .013 .00 .00 PIPE 11/14/03 H-8 FILE: A-INT.WSW W S P G W-CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-14-2003 Time: 1:21:50 TR 16363 LINE A HYDRAULICS USING BASIN WS CONTROL FOR THE INTERIM SYSTEM (FOR REFERENCE ONLY) Invert I Depth I Water i Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I -I- ZL -I IPrs/Pip -I- -I- L/Elem ICh Slope I -i- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I X -Fall) ZR (Type Ch I I t I 1398.060 I 1467.581 I 1.463 I 1469.044 I 23.60 7.91 I .97 I 1470.02 I .00 1.65 I 2.46 -I- i 2.500 -I- .000 -I- .00 1 .0 1- -I- 1.403 -I- .0283 -I- -I- -I- -I- -I- .0075 -I- .01 -I- 1.46 -I- 1.27 1.01 .013 .00 I I .00 PIPE I I 1399.464 I 1467.621 I 1.522 I 1469.143 I 23.60 7.54 I .88 I 1470.03 I .00 1.65 -I- I 2.44 -I- I 2.500 -I- .000 -I- .00 1 .0 1- -I- .794 -I- .0283 -I- -I- -I- -I- -I- .0066 -I- .01 -I- 1.52 1.17 1.01 .013 .00 I I .00 PIPE I I 1400.258 I 1467.643 I 1.585 1 1469.228 I 23.60 7.19 I .80 I 1470.03 I .00 -I- 1.65 -I- I 2.41 -I- I 2.500 -I- .000 -I- .00 1 .0 1- -I- .242 -I- .0283 -I- -I- -I- -I- -I- .0059 -I- .00 1.59 1.09 1.01 .013 t .00 t I .00 PIPE I I 1400.500 I 1467.650 I 1.654 1469.304 I I 23.60 6.85 I .73 I 1470.03 I .00 1.65 -I- I 2.37 -i- 2.500 -I- .000 -I- .00 1 .0 I- -I- JUNCT STR -I- .0275 -I- -I- -I- -I- -I- .0031 -I- .02 -I- 1.81 1.00 .013 .00 I .00 PIPE I I 1405.950 1467.800 I 2.288 I 1470.088 I I 11.80 2.51 I .10 I 1470.19 .01 I 1.15 -I- I 1.39 -I- I 2.500 -I- I .000 -I- .00 1 .0 1- -I- 4.656 -I- .0286 -I- -I- -I- -I- -I- .0007 -I- .00 -I- 2.30 .24 .70 .013 .00 .00 I PIPE I I 1410.606 1467.933 I 2.148 I 1470.082 I I 11.80 2.63 I .11 I 1470.19 .02 -I- I 1.15 -I- I 1.74 -I- I 2.500 -I- I .000 -I- .00 1 .0 1- -I- 3.673 -I- .0286 -I- -I- -I- -I- -I- .0008 -I- .00 2.16 .29 .70 .013 .00 .00 I PIPE I I 1414.279 1468.039 I 2.035 i 1470.074 I I 11.80 2.76 I .12 I 1470.19 -I- .02 -I- I 1.15 -I- I 1.95 -I- I 2.500 -I- I .000 -I- .00 1 .0 1- -I- 3.141 -I- .0286 -I- -I- -I- -I- -I- .0009 .00 2.06 .33 .70 .013 .00 I .00 I PIPE I I 1417.420 1468.129 I 1.936 I 1470.065 i I 11.80 2.89 I .13 I 1470.19 -I- .02 -I- I 1.15 -I- I 2.09 -I- I 2.500 -I- .000 -I- .00 1 .0 1- -I- 2.711 -I- .0286 -I- -I- -I- -I- -I- .0010 .00 1.96 .36 .70 .013 .00 I .00 I PIPE I I 1420.131 1468.206 I 1.848 I 1470.054 I 11.80 I 3.03 I .14 1470.20 I .03 I 1.15 -I- I 2.20 I 2.500 -I- -I- .000 -I- .00 1 .0 1- -I- .129 -I- .0286 -I- -I- -I- -I- -I- .0010 -I- .00 -I- 1.88 .40 .70 .013 .00 .00 PIPE 11/14/03 H-9 FILE: A-INT.WSW 11/14/03 W S P G W -, CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-14-2003 Time: 1:21:50 TR 16363 LINE A HYDRAULICS USING BASIN WS CONTROL FOR THE INTERIM SYSTEM (FOR REFERENCE ONLY) I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- -I- I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- -I- NINorm Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch I I I I 1420.260 1468.210 1.844 1470.054 I 11.80 3.04 I .14 I 1470.20 .00 I I 1.15 2.20 I 2.500 I I .000 .00 I 1 .0 -I- 2.442 -I- .0283 -I- -I- -I- -I- -I- .0011 -I- .00 -I- 1.84 -I- .40 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1422.702 I I 1468.279 I 1.763 1470.042 I I 11.80 3.19 I .16 I 1470.20 .00 I I 1.15 2.28 I 2.500 I I .000 .00 I 1 .0 -I- 2.186 -I- .0283 -I- -I- -I- -I- -I- .0012 -I- .00 -I- 1.76 -I- .44 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1424.888 I I 1468.341 I 1.688 1470.029 I I 11.80 3.34 I .17 I 1470.20 .00 I I 1.15 2.34 I 2.500 I I .000 .00 I 1 .0 -I- 1.917 -I- .0283 -I- -I- -I- -I- -I- .0014 -I- .00 -I- 1.69 -I- .48 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1426.805 I 1468.395 I I 1.619 1470.014 I I 11.80 3.51 i .19 I 1470.21 .00 I I 1.15 2.39 I 2.500 I I .000 .00 I 1 .0 -I- 1.715 -I- .0283 -I- -I- -I- -I- -I- .0016 -I- .00 -I- 1.62 -I- .52 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1428.520 I 1468.444 I I 1.554 1469.998 I I 11.80 3.68 I .21 I 1470.21 .00 I i 1.15 2.42 I 2.500 I I .000 .00 I 1 .0 -I- 1.505 -I- .0283 -I- -I- -t- -I- -I- .0018 -I- .00 -I- 1.55 -I- .56 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1430.025 I 1468.486 I 1.493 I 1469.979 I I 11.80 3.86 I .23 I 1470.21 .00 I I 1.15 2.45 I 2.500 I I .000 .00 I 1 C -I- 1.185 -I- .0283 -I- -I- -I- -I- -I- .0020 -I- .00 -I- 1.49 -i- .61 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1431.210 i 1468.520 I 1.442 I 1469.962 I i 11.80 4.03 I .25 I 1470.21 .00 I I 1.15 2.47 I 2.500 I I .000 .00 I 1 C WALL ENTRANCE 1431.210 -I- I 1468.520 -I- I 1.868 -I- I 1470.388 -I- I I 11.80 -I- .30 -I- i .00 -I- I 1470.39 -I- .00 -I- I I .21 -I- 21.00 -I- I 6.230 -I- I I 21.000 -I- .00 I 0 C - I- 11/14/03 H-10 FILE: A.WSW W S P G W - EDIT LISTING - Version 14.01 Date:11- 5-2003 Time: 3:31:48 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 3 0 .000 3.670 14.000 .000 .000 .00 CD 3 4 1 3.500 CD 4 4 1 2.000 CD 6 4 1 3.000 CD 7 4 1 1.500 CD 10 4 1 2.500 CD 11 3 0 .000 6.230 21.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16363 LINE A HYDRAULICS HEADING LINE NO 2 IS - USING DOWNSTREAM CONTROL OF THE ULTIMATE SYSTEM HEADING LINE NO 3 IS - 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 100.000 1450.850 1 1455.500 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 107.400 1450.890 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 124.400 1450.970 1 .013 22.500 43.290 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 149.720 1451.100 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 169.700 1451.200 1 .013 22.500 -50.879 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 200.000 1451.360 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 265.000 1454.250 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 332.420 1454.590 1 .013 .000 .000 .000 0 11/14/03 H-11 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 335.600 1454.600 3 2 0 .013 16.300 .000 1455.800 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 373.770 1454.750 3 .013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 408.340 1454.890 3 .013 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 415.480 1454.920 3 4 0 .013 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 639.650 1455.830 3 .013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 656.160 1455.890 3 .013 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 664.160 1456.380 6 7 0 .013 ELEMENT NO 16 IS A REACH U/S DATA ELEMENT NO 17 IS A REACH U/S DATA ELEMENT NO 18 IS A JUNCTION U/S DATA ELEMENT NO 19 IS A REACH U/S DATA ELEMENT NO 20 IS A REACH U/S DATA ELEMENT NO 21 IS A REACH U/S DATA * Q3 11.500 * Q3 4.900 * * * STATION INVERT SECT N 710.360 1456.950 6 .013 * * * STATION INVERT SECT N 799.590 1458.060 6 .013 * * * * * STATION INVERT SECT LAT -1 LAT -2 N Q3 804.890 1458.120 6 7 0 .013 6.500 * * * STATION INVERT SECT N 938.970 1459.780 6 .013 * * * STATION INVERT SECT N 944.310 1459.870 6 .013 * * * STATION INVERT SECT N 11/14/03 H-12 RADIUS ANGLE ANG PT MAN H 45.000 48.600 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1456.600 .000 -45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.000 -21.021 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1458.060 .000 23.500 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H 45.000 -58.824 .000 0 RADIUS ANGLE ANG PT MAN H 243.209 -21.021 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1459.230 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 11/14/03 H-13 1015.020 1460.150 6, .013 45.000 90.031 .000 0 ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1043.920 1460.260 6 .013 .000 .000 .000 0 W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 23 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1049.420 1460.290 6 7 0 .013 4.600 .000 1460.870 .000 -45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1053.360 1460.300 6 .013 .000 .000 .000 0 ELEMENT NO 25 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1058.860 1460.320 6 4 0 .013 18.100 .000 1460.670 .000 -45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1070.180 1460.370 6 .013 .000 .000 .000 0 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1150.000 1460.690 6 .013 .000 .000 .000 0 ELEMENT NO 28 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1216.490 1462.200 6 .013 457.170 8.333 .000 0 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1232.960 1462.570 6 .013 394.012 -2.395 .000 0 ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1251.520 1462.990 6 .013 45.001 -23.631 .000 0 ELEMENT NO 31 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1258.870 1463.640 10 .013 .000 .000 ELEMENT NO 32 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1308.340 1465.040 10 .013 45.000 -62.987 .000 0 W S P G W PAGE NO 5 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 33 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1400.500 1467.650 10 .013 .000 .000 .000 0 ELEMENT NO 34 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1405.950 1467.800 10 4 0 .013 11.800 .000 1466.850 .000 -45.000 .000 11/14/03 H-13 11/14/03 H-14 RADIUS ANGLE .000 .000 ELEMENT NO 35 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1420.260 1468.210 10 .013 22.500 36.440 .000 0 ELEMENT NO 36 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1431.210 1468.520 10 .013 .000 .000 .000 0 ELEMENT NO 37 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1431.210 1468.520 11 .500 ELEMENT NO 38 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1431.210 1468.520 11 1468.520 11/14/03 H-14 FILE: A.WSW W S P G W --, CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 5-2003 Time: 3:31:54 TR 16363 LINE A HYDRAULICS USING DOWNSTREAM CONTROL OF THE ULTIMATE SYSTEM I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I -I- (FT) I -I- Elev I -I- (CFS) I (FPS) -I- Head I -I- Grd.El.l Elev I Depth I Width -I- IDia.-FTlor -I- I.D.1 -I- ZL -I IPrs/Pip -I- L/Elem ICh Slope I I I -I- I SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp I "N" I X-Fa111 ZR (Type Ch I 100.000 I 1450.850 I 4.650 I 1455.500 I 85.50 8.89 I 1.23 I 1456.73 .00 I I 2.88 .00 I 3.500 I I .000 .00 I 1 .0 -I- 7.400 -I- .0054 -I- -I- -I- -I- -I- .0072 -I- .05 -I- 4.65 -I- .00 -I- 3.50 -I- .013 -I- .00 .00 1- PIPE I 107.400 I 1450.890 I 4.663 I 1455.553 I 85.50 8.89 I 1.23 I 1456.78 .00 I I 2.88 .00 I 3.500 -I- I I .000 -I- .00 I 1 .0 -I- 17.000 -I- .0047 -I- -I- -I- -I- -I- .0072 -I- .12 -I- .00 -I- .00 -I- 3.50 .013 .00 .00 1- PIPE I 124.400 I 1450.970 I 4.876 I 1455.846 I 85.50 8.89 I 1.23 I 1457.07 .00 I i 2.88 .00 I 3.500 -I- I I .000 -I- .00 I 1 .0 -I- 25.320 -I- .0051 -I- -I- -I- -I- -I- .0072 -I- .18 -i- 4.88 -I- .00 -I- 3.50 .013 .00 .00 1- PIPE I 149.720 I 1451.100 i 4.929 1456.029 I I 85.50 8.89 I 1.23 I 1457.26 -I- .00 -I- I I 2.88 -I- .00 -I- I 3.500 -I- I I .000 -I- .00 I 1 .0 1- -I- 19.980 -I- .0050 -I- -I- -I- -I- -I- .0072 .14 .00 .00 3.50 .013 .00 .00 PIPE I 169.700 I 1451.200 I 5.158 1456.358 I I 85.50 8.89 I 1.23 I 1457.58 .00 I I 2.88 -I- .00 -I- I 3.500 -I- I I .000 -I- .00 i 1 .0 -I- 30.300 -i- .0053 -I- -I- -I- -I- -I- .0072 -I- .22 -I- 5.16 .00 3.50 .013 .00 .00 1- PIPE I 200.000 I 1451.360 5.217 I 1456.577 I I 85.50 8.89 1.23 I I 1457.80 .00 I I 2.88 .00 -I- I 3.500 -I- I I .000 -i- .00 I 1 C -I- 36.303 -I- .0445 -I- -I- -I- -I- -I- .0072 -i- .26 -I- 5.22 -I- .00 1.55 .013 .00 .00 1- PIPE 236.303 I I 1452.974 3.864 I 1456.838 I I 85.50 8.89 1.23 I I 1458.06 .00 I I 2.88 .00 I 3.500 I I .000 .00 I 1 C HYDRAULIC JUMP I 236.303 I I 1452.974 2.045 I 1455.019 I I 85.50 14.64 3.33 I I 1458.35 .00 I I 2.88 -I- 3.45 -I- I 3.500 -I- I I .000 -I- .00 1 C 1- -I- 5.863 -I- .0445 -I- -I- -I- -I- -I- .0166 -I- .10 -I- 2.05 1.98 1.55 .013 .00 .00 PIPE I 242.167 I I 1453.235 2.110 I 1455.345 I I 85.50 14.10 3.09 I I 1458.43 .00 -I- I I 2.88 -I- 3.43 -I- I 3.500 -I- i I .000 -I- .00 1 C 1- -I- 6.541 -I- .0445 -I- -I- -I- -I- -I- .0149 -i- .10 2.11 1.87 1.55 .013 .00 .00 PIPE 11/14/03 H-15 FILE: A.WSW W S P G W-,CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 5-2003 Time: 3:31:54 TR 16363 LINE A HYDRAULICS USING DOWNSTREAM CONTROL OF THE ULTIMATE SYSTEM I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station -I- I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth -I- I Width -I- IDia.-FTlor -I- I.D.I -I- ZL -I IPrs/Pip L/Elem -I- ICh Slope I -I- I -I- -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch I 248.708 I I 1453.526 I 2.197 1455.723 I I 85.50 13.44 I 2.81 I 1458.53 .00 I 2.88 I 3.38 I 3.500 I I .000 .00 1 .0 -I- 5.214 -I- .0445 -I- -I- -I- -I- -I- .0132 -I- .07 -I- 2.20 -I- 1.73 -I- 1.55 -I- .013 -I- .00 .00 1- PIPE 253.921 I I 1453.757 I 2.289 1456.047 I I 85.50 12.82 I 2.55 I 1458.60 .00 I 2.88 I 3.33 I 3.500 I I .000 -I- .00 I 1 .0 -I- 4.058 -I- .0445 -I- -I- -I- -I- -I- .0117 -I- .05 -I- 2.29 -I- 1.60 -I- 1.55 -I- .013 .00 .00 1- PIPE 257.979 I I 1453.938 I 2.388 1456.326 I I 85.50 12.22 I 2.32 I 1458.65 .00 I 2.88 -I- I 3.26 -I- I 3.500 -I- I I .000 -I- .00 I 1 1- .0 -I- 3.051 -I- .0445 -I- -I- -I- -I- -I- .0104 -I- .03 -I- 2.39 1.47 1.55 .013 .00 .00 PIPE 261.031 I 1454.073 I I 2.495 1456.569 I I 85.50 11.65 I 2.11 I 1458.68 .00 I 2.88 I 3.17 I 3.500 -I- I I .000 -I- .00 I 1 1- .0 -t- 2.182 -i- .0445 -I- -I- -I- -I- -I- .0093 -I- .02 -I- 2.50 -I- 1.35 -I- 1.55 .013 .00 .00 PIPE 263.213 I 1454.171 I 2.610 I 1456.781 I I 85.50 11.11 I 1.92 I 1458.70 .00 I 2.88 I 3.05 I 3.500 -I- I I .000 -I- .00 I 1 .0 -I- 1.337 -I- .0445 -I- -I- -I- -I- -I- .0084 -I- .01 -I- 2.61 -I- 1.23 -I- 1.55 .013 .00 .00 1- PIPE 264.550 I 1454.230 I 2.736 I 1456.966 I I 85.50 10.59 I 1.74 I 1458.71 .00 I 2.88 I 2.89 I 3.500 I I .000 -I- .00 I 1 .0 -I- .450 -I- .0445 -I- -I- -I- -I- -I- .0075 -I- .00 -I- 2.74 -I- 1.12 -I- 1.55 -I- .013 .00 .00 1- PIPE 265.000 I 1454.250 I 2.879 I 1457.129 I I 85.50 10.10 I 1.58 I 1458.71 .00 I 2.88 I 2.67 I 3.500 -I- I I .000 -I- .00 I 1 1- .0 -I- 10.458 -I- .0050 -I- -I- -I- -I- -I- .0069 -I- .07 -I- 2.88 -I- 1.00 -I- 3.50 .013 .00 .00 PIPE 275.458 I 1454.303 I 3.042 I 1457.345 I I 85.50 9.63 I 1.44 I 1458.78 .00 I 2.88 I 2.36 -I- I 3.500 -I- I I .000 -I- .00 I 1 1- .0 -I- 54.579 -I- .0050 -I- -I- -I- -I- -I- .0064 -I- .35 -I- 3.04 -I- .87 3.50 .013 .00 .00 PIPE 330.037 I 1454.578 I 3.248 I 1457.826 I I 85.50 9.18 I 1.31 I 1459.13 .00 I 2.88 I 1.81 -I- I 3.500 -I- I I .000 -I- .00 I 1 1- .0 -I- 2.383 -I- .0050 -I- -I- -I- -I- -I- .0062 -I- .01 -I- 3.25 -I- .71 3.50 .013 .00 .00 PIPE 11/14/03 H-16 FILE: A.WSW W S P G W -, CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 5-2003 Time: 3:31:54 TR 16363 LINE A HYDRAULICS USING DOWNSTREAM CONTROL OF THE ULTIMATE SYSTFM Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Ave[ HF ISE DpthlFroude NINorm Dp I "N" I X-Fal1I ZR (Type Ch I 332.420 I I 1454.590 I 3.254 1457.844 I I 85.50 9.17 I 1.31 I 1459.15 I .00 2.88 I 1.79 I 3.500 I I .000 -I- .00 1 .0 -I- JUNCT STR -I- .0031 -I- -I- -I- -I- -I- .0055 -I- .02 -I- 3.36 -I- .71 -I- -I- .013 .00 .00 I- PIPE 335.600 I I 1454.600 I 4.200 1458.800 I I 69.20 7.19 I .80 I 1459.60 I .00 2.61 I .00 I 3.500 -I- I I .000 -I- .00 I 1 .0 1- -I- 38.170 -I- .0039 -I- -I- -I- -I- -I- .0047 -I- .18 -I- .00 -I- .00 -I- 3.50 .013 .00 .00 PIPE 373.770 I I 1454.750 I 4.349 1459.099 I I 69.20 7.19 I .80 I 1459.90 I .00 2.61 I .00 I 3.500 I I .000 .00 I 1 .0 34.570 .0041 .0047 .16 4.35 .00 3.50 .013 .00 .00 PIPE 408.340 I I 1454.890 4.373 I 1459.263 I I 69.20 7.19 I .80 I 1460.07 I .00 2.61 I .00 I 3.500 I I .000 -I- .00 I 1 .0 -I- JUNCT STR -I- .0042 -I- -I- -I- -I- -I- .0040 -I- .03 -I- 4.37 -I- .00 -I- -I- .013 .00 .00 I- PIPE 415.480 I 1454.920 I 4.765 I 1459.685 I I 57.70 6.00 I .56 I 1460.24 I .00 2.38 I .00 I 3.500 I I .000 -I- .00 I 1 C -I- 224.170 -I- .0041 -I- -I- -I- -I- -I- .0033 -I- .74 -I- 4.76 -I- .00 -I- 2.60 -I- .013 .00 .00 1- PIPE 639.650 I 1455.830 I 4.592 I 1460.422 I I 57.70 6.00 .56 I i 1460.98 I .00 2.38 I .00 I 3.500 -I- I .000 -I- I .00 I 1 C -I- 16.510 -I- .0036 -I- -I- -I- -I- -I- .0033 -I- .05 -I- .00 -I- .00 -I- 2.73 .013 .00 .00 1- PIPE 656.160 I 1455.890 I 4.640 I 1460.530 I I 57.70 6.00 .56 I I 1461.09 I .00 2.38 I .00 I 3.500 -I- I .000 -i- I .00 I 1 C I- -I- JUNCT STR -I- .0612 -I- -I- -I- -I- -I- .0048 -I- .04 -I- .00 -I- .00 -I- .013 .00 .00 PIPE 664.160 I 1456.380 I 3.962 I 1460.342 I I 52.80 7.47 .87 I I 1461.21 I .00 2.36 I .00 -I- I 3.000 -I- I .000 -I- I .00 I 1 C 1- -I- 46.200 -I- .0123 -I- -I- -I- -I- -I- .0063 -I- .29 -I- .00 -I- .00 1.87 .013 .00 .00 PIPE I 710.360 I 1456.950 I 3.822 I 1460.772 I I 52.80 7.47 .87 I I 1461.64 i .00 2.36 I .00 -I- I 3.000 -I- I .000 -I- I .00 1 C 1- -I- 89.230 -I- .0124 -I- -I- -I- -I- -I- .0063 -I- .56 -I- .00 -I- .00 1.87 .013 .00 .00 PIPE 11/14/03 H-17 FILE: A.WSW W S P G W -, CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 5-2003 Time: 3:31:54 TR 16363 LINE A HYDRAULICS USING DOWNSTREAM CONTROL OF THE ULTIMATE SYSTEM Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Falls -I ZR (Type Ch I I 799.590 I I 1458.060 I 3.355 I 1461.415 I 52.80 7.47 I .87 I 1462.28 .00 I 2.36 I .00 I 3.000 I .000 .00 1 .0 -I- JUNCT STR -I- .0113 -I- -I- -I- -I- -I- .0055 -I- .03 -I- 3.35 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 804.890 I I 1458.120 I 3.650 I 1461.770 I 46.30 6.55 I .67 I 1462.44 .00 I 2.22 I .00 -I- I 3.000 -I- I I .000 -I- .00 i 1 .0 1- -I- 85.970 -I- .0124 -I- -i- -I- -I- -I- .0048 -I- .41 -I- 3.65 -I- .00 1.72 .013 .00 .00 PIPE 890.860 I I 1459.184 I 3.000 I 1462.184 I 46.30 6.55 I .67 I 1462.85 .00 I 2.22 I .00 I 3.000 I I .000 -I- .00 I 1 .0 -I- 26.738 -I- .0124 -I- -I- -I- -I- -I- .0045 -I- .12 -I- 3.00 -I- .00 -I- 1.72 -I- .013 .00 .00 1- PIPE 917.599 I I 1459.516 2.721 I 1462.237 I I 46.30 6.87 I .73 I 1462.97 .00 I 2.22 I 1.74 I 3.000 I I .000 .00 i 1 .0 -I- 10.939 -I- .0124 -I- -I- -I- -I- -I- .0044 -I- .05 -I- 2.72 -i- .62 -I- 1.72 -I- .013 -I- .00 .00 1- PIPE 928.538 I 1459.651 I 2.560 I 1462.211 i t 46.30 7.21 I .81 I 1463.02 .00 I 2.22 I 2.12 -I- I 3.000 -I- I I .000 -I- .00 I 1 .0 1- -I- 2.202 -I- .0124 -i- -I- -I- -I- -I- .0046 -I- .01 -I- 2.56 -I- .73 1.72 .013 .00 .00 PIPE 930.740 I 1459.678 I 2.523 I 1462.201 I I 46.30 7.30 i .83 I 1463.03 .00 I 2.22 I 2.19 I 3.000 I .000 I .00 I 1 C HYDRAULIC JUMP 930.740 I 1459.678 I 1.938 I 1461.617 I t 46.30 9.58 I 1.43 I 1463.04 .00 I 2.22 I 2.87 -I- I 3.000 -I- I .000 -I- I .00 I 1 C 1- -I- 8.230 -I- .0124 -I- -I- -I- -I- -I- .0082 -I- .07 -I- 1.94 -I- 1.30 1.72 .013 .00 .00 PIPE 938.970 I 1459.780 I 1.995 I 1461.775 I I 46.30 9.28 I 1.34 I 1463.11 .00 -I- I 2.22 -I- I 2.83 -I- I 3.000 -I- I .000 -I- I .00 I 1 C 1- -I- 1.725 -I- .0168 -I- -I- -I- -I- -I- .0077 -I- .01 1.99 1.23 1.56 .013 .00 .00 PIPE I 940.695 I 1459.809 I 2.028 I 1461.837 I I 46.30 9.10 I 1.29 I 1463.12 .00 I 2.22 -I- I 2.81 -i- I 3.000 -I- I .000 -I- I .00 1 C 1- -I- 2.768 -I- .0168 -I- -I- -I- -I- -I- .0071 -I- .02 -I- 2.03 1.19 1.56 .013 .00 .00 PIPE 11/14/03 H-18 FILE: A.WSW W S P G W - CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 5-2003 Time: 3:31:54 TR 16363 LINE A HYDRAULICS USING DOWNSTREAM CONTROL OF THE ULTIMATE SYSTEM Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width -I- IDia.-FTIor -I- I.D.1 -I- ZL -I IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I 943.464 i 1459.856 I 2.118 I 1461.974 I 46.30 8.68 I 1.17 I 1463.14 .00 I 2.22 I 2.73 -I- 3.000 -I- .000 -I- .00 1 .0 1- -I- .846 -I- .0168 -I- -I- -I- -I- -I- .0064 -I- .01 -I- 2.12 -I- 1.09 1.56 .013 .00 I .00 PIPE I I 944.310 I 1459.870 I 2.217 I 1462.087 I 46.30 8.27 I 1.06 I 1463.15 .06 -I- I 2.22 -I- I 2.64 -I- I 3.000 -I- I .000 -I- .00 1 .0 1- -I- 5.211 -I- .0040 -I- -I- -I- -I- -I- .0057 -I- .03 2.28 1.00 3.00 .013 .00 I .00 PIPE I I 949.521 1459.891 I I 2.322 I 1462.213 I 46.30 7.88 I .97 I 1463.18 .05 -i- I 2.22 -I- I 2.51 -I- I 3.000 -I- I .000 -I- .00 1 .0 1- -I- 25.676 -I- .0040 -I- -I- -I- -I- -I- .0051 -I- .13 2.38 .91 3.00 .013 .00 I I .00 PIPE I I 975.197 1459.992 I I 2.440 1462.432 I I 46.30 7.52 I .88 I 1463.31 .05 I 2.22 -I- I 2.34 -I- I 3.000 -I- .000 -I- .00 1 .0 1- -I- 39.823 -I- .0040 -I- -i- -I- -I- -I- .0047 -I- .19 -I- 2.49 .82 3.00 .013 .00 I .00 PIPE I I 1015.020 1460.150 I I 2.523 1462.673 I I 46.30 7.30 .83 I I 1463.50 .00 I 2.22 -I- I 2.19 -I- I 3.000 -I- I .000 -I- .00 1 .0 1- -I- 28.900 -I- .0038 -I- -I- -I- -I- -I- .0045 -I- .13 -I- 2.52 .76 3.00 .013 .00 .00 I PIPE I I 1043.920 1460.260 I 2.571 I 1462.831 i I 46.30 7.18 .80 I I 1463.63 .00 I 2.22 -I- I 2.10 -I- I 3.000 -I- I .000 -I- .00 1 .0 I- -I- JUNCT STR -I- .0055 -I- -I- -I- -I- -I- .0040 -I- .02 -I- 2.57 .72 .013 .00 .00 I PIPE I I 1049.420 1460.290 I 2.912 I 1463.202 I I 41.70 5.95 .55 I I 1463.75 .00 -I- I 2.10 -I- I 1.01 -I- I 3.000 -I- I .000 -I- .00 1 .0 1- -I- 3.940 -I- .0025 -I- -I- -I- -I- -I- .0034 -I- .01 2.91 .40 3.00 .013 I .00 I .00 I PIPE I I 1053.360 1460.300 I 2.917 I 1463.217 I I 41.70 5.95 .55 I I 1463.77 .00 -I- I 2.10 -I- i .99 -I- 3.000 -I- .000 -I- .00 1 .0 I- -I- JUNCT STR -I- .0036 -I- -I- -I- -I- -I- .0024 -I- .01 2.92 .39 .013 I .00 I .00 I PIPE I I 1058.860 1460.320 I 3.330 I 1463.650 I I 23.60 3.34 .17 I I 1463.82 .00 -I- I 1.57 -I- I .00 3.000 -i- -I- .000 -I- .00 1 .0 1- -I- 11.320 -I- .0044 -I- -I- -I- -I- -I- .0013 -I- .01 3.33 .00 1.56 .013 .00 .00 PIPE 11/14/03 H-19 FILE: A.WSW W S P G W-,CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 5-2003 Time: 3:31:54 TR 16363 LINE A HYDRAULICS USING DOWNSTREAM CONTROL OF THE ULTIMATE SYSTEM I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width 1Dia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- I I -I- -I- I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch 1070.180 I 1460.370 I I 3.295 1463.665 I I 23.60 3.34 I .17 I 1463.84 .00 I I 1.57 .00 I 3.000 I I .000 -I- .00 I 1 .0 -I- 79.820 -I- .0040 -I- -I- -I- -I- -I- .0013 -I- .10 -I- 3.29 -I- .00 -I- 1.60 -I- .013 .00 .00 1- PIPE 1150.000 I 1460.690 I I 3.075 1463.765 I I 23.60 3.34 I .17 I 1463.94 .00 I I 1.57 .00 I 3.000 I I .000 .00 I 1 .0 -I- 3.588 -I- .0227 -I- -I- -i- -I- -I- .0012 -I- .00 -I- .00 -I- .00 -I- .99 -I- .013 -I- .00 .00 1- PIPE 1153.588 I 1460.771 I I 3.000 1463.771 I I 23.60 3.34 I .17 I 1463.94 3.00 I I 1.57 .00 -I- I 3.000 -I- I I .000 -I- .00 I 1 .0 1- -I- 12.094 -I- .0227 -I- -I- -I- -I- -I- .0012 -I- .01 -I- 3.00 -I- .00 .99 .013 .00 .00 PIPE 1165.682 I 1461.046 I I 2.721 1463.767 I I 23.60 3.50 I .19 I 1463.96 .00 I I 1.57 1.74 I 3.000 I I .000 -I- .00 I 1 .0 -I- 6.579 -I- ..0227 -I- -I- -I- -I- -I- .0011 -I- .01 -I- 2.72 -I- .31 -I- .99 -I- .013 .00 .00 1- PIPE 1172.261 I 1461.195 I I 2.560 1463.755 I I 23.60 3.67 I .21 I 1463.96 .00 I I 1.57 2.12 I 3.000 I I .000 -I- .00 I 1 .0 -I- 4.523 -I- .0227 -I- -I- -I- -i- -I- .0012 -I- .01 -I- 2.56 -I- .37 -I- .99 -I- .013 .00 .00 1- PIPE 1176.784 I 1461.298 I I 2.445 1463.743 I I 23.60 3.83 I .23 I 1463.97 .00 I I 1.57 2.33 I 3.000 I I .000 .00 I 1 C HYDRAULIC JUMP 1176.784 I 1461.298 I I .956 1462.254 I I 23.60 12.17 2.30 I i 1464.55 .03 I i 1.57 2.80 -I- I 3.000 -I- I I .000 -I- .00 I 1 C -I- 39.706 -I- .0227 -I- -I- -I- -I- -I- .0277 -I- 1.10 -I- .98 -I- 2.58 .99 .013 .00 .00 1- PIPE t 1216.490 I 1462.200 I I .924 1463.124 I I 23.60 12.76 2.53 I i 1465.65 .04 I I 1.57 2.77 -I- I 3.000 -I- I I .000 -I- .00 1 C 1- -I- 16.470 -I- .0225 -I- -I- -I- -I- -I- .0308 -I- .51 -I- .96 -I- 2.75 .99 .013 .00 .00 PIPE 1232.960 I 1462.570 I I .904 1463.474 I I 23.60 13.16 2.69 I I 1466.16 .33 I I 1.57 2.75 -I- I 3.000 -I- I I .000 -I- .00 I 1 C 1- -I- 18.560 -I- .0226 -I- -I- -I- -I- -I- .0342 -I- .63 -I- 1.23 -I- 2.87 .99 .013 .00 .00 PIPE 11/14/03 H-20 FILE: A.WSW W S P G W -, CIVILDESIGN Version 14.01 PAGE 7 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 5-2003 Time: 3:31:54 TR 16363 LINE A HYDRAULICS USING DOWNSTREAM CONTROL OF THE ULTIMATE SYSTEM I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl 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 -I- L/Elem -i- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I 1251.520 I I 1462.990 I .876 I 1463.866 i 23.60 13.74 I 2.93 I 1466.80 .00 I 1.57 I 2.73 I 3.000 I .000 .00 1 .0 TRANS STR .0884 .0315 .23 .88 3.05 .013 .00 .00 PIPE 1258.870 I I 1463.640 I 1.024 I 1464.664 I 23.60 12.48 I 2.42 I 1467.08 .26 I 1.65 I 2.46 -I- I 2.500 -I- I I .000 -I- .00 I 1 .0 -i- 49.470 -I- .0283 -I- -I- -I- -I- -I- .0256 -I- 1.27 -I- 1.29 -I- 2.51 1.01 .013 .00 .00 1- PIPE 1308.340 I I 1465.040 I 1.050 I 1466.090 I 23.60 12.06 I 2.26 i 1468.35 .00 I 1.65 I 2.47 I 2.500 -I- I I .000 -I- .00 I 1 .0 -I- 28.451 -I- .0283 -I- -I- -I- -I- -I- .0231 -I- .66 -I- 1.05 -I- 2.39 -I- 1.01 .013 .00 .00 1- PIPE 1336.791 I I 1465.846 1.083 I 1466.929 I I 23.60 11.58 I 2.08 I 1469.01 .00 I 1.65 I 2.48 I 2.500 I I .000 .00 I 1 .0 -I- 19.105 -I- .0283 -I- -i- -I- -I- -I- .0205 -I- .39 -I- 1.08 -I- 2.25 -I- 1.01 -I- .013 -I- .00 .00 1- PIPE 1355.897 I I 1466.387 1.123 I 1467.510 I I 23.60 11.04 1.89 I I 1469.40 .00 I 1.65 I 2.49 I 2.500 I I .000 -I- .00 I 1 .0 -I- 12.633 -I- .0283 -I- -I- -I- -I- -I- .0180 -I- .23 -I- 1.12 -I- 2.10 -I- 1.01 -I- .013 .00 .00 1- PIPE 1368.529 I I 1466.745 1.165 I 1467.910 I I 23.60 10.52 1.72 I I 1469.63 .00 I 1.65 -I- i 2.49 -I- I 2.500 -i- I I .000 -I- .00 I 1 1- .0 -I- 9.094 -I- .0283 -I- -I- -I- -I- -I- .0159 -I- .14 -I- 1.17 1.96 1.01 .013 .00 .00 PIPE 1377.623 I I 1467.002 1.208 I 1468.210 I I 23.60 10.04 1.56 I I 1469.77 .00 i 1.65 -I- I 2.50 -I- I 2.500 -i- I I .000 -I- .00 I 1 1- .0 -I- 6.690 -I- .0283 -I- -I- -i- -I- -I- .0139 -I- .09 -I- 1.21 1.82 1.01 .013 .00 .00 PIPE I 1384.313 I i 1467.192 1.254 I 1468.446 I I 23.60 9.57 1.42 I I 1469.87 .00 -I- I 1.65 -i- I 2.50 -I- I 2.500 -i- I I .000 -I- .00 1 1- .0 -I- 5.005 -I- .0283 -I- -I- -i- -t- -I- .0123 -I- .06 1.25 1.70 1.01 .013 .00 .00 PIPE I 1389.318 I I 1467.333 1.303 I 1468.636 I I 23.60 -I- 9.12 -I- 1.29 -I- I I 1469.93 -I- .00 -I- I 1.65 -I- I 2.50 -I- I 2.500 -I- I I .000 -I- .00 1 1- .0 -I- 3.859 -I- .0283 -I- -I- .0108 .04 1.30 1.58 1.01 .013 .00 .00 PIPE 11/14/03 H-21 FILE: A.WSW W S P G W-,CIVILDESIGN Version 14.01 PAGE 8 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 5-2003 Time: 3:31:54 TR 16363 LINE A HYDRAULICS USING DOWNSTREAM CONTROL OF THE ULTIMATE SYSTEM Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station -I- I Elev I -I- (FT) -i- I Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL -I IPrs/Pip L/Elem ICh Slope I I I I SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -i- I "N" -I- I X -Falls ZR (Type Ch 1393.177 I I 1467.443 1.353 I 1468.796 I I 23.60 8.70 I 1.17 I 1469.97 .00 I 1.65 I 2.49 I 2.500 I I .000 .00 I 1 .0 -I- 2.867 -I- .0283 -I- -I- -I- -I- -I- .0096 -I- .03 -I- 1.35 -i- 1.47 -I- 1.01 -I- .013 -I- .00 .00 1- PIPE 1396.044 I I 1467.524 1.406 I 1468.930 I I 23.60 8.29 I 1.07 I 1470.00 .00 I 1.65 I 2.48 I 2.500 I I .000 .00 I 1 .0 -I- 2.017 -I- .0283 -I- -I- -I- -I- -I- .0084 -I- .02 -I- 1.41 -I- 1.36 -I- 1.01 -I- .013 -I- .00 .00 1- PIPE 1398.060 I 1467.581 I 1.463 I 1469.044 I I 23.60 7.91 I .97 I 1470.02 .00 I 1.65 I 2.46 I 2.500 I I .000 .00 I 1 .0 -t- 1.403 -I- .0283 -I- -I- -I- -I- -I- .0075 -I- .01 -I- 1.46 -I- 1.27 -I- 1.01 -I- .013 -I- .00 .00 1- PIPE 1399.464 I 1467.621 I 1.522 I 1469.143 I I 23.60 7.54 I .88 I 1470.03 .00 I 1.65 I 2.44 I 2.500 I I .000 .00 I 1 .0 -I- .794 -I- .0283 -I- -I- -I- -I- -I- .0066 -I- .01 -I- 1.52 -I- 1.17 -I- 1.01 -I- .013 -I- .00 .00 1- PIPE 1400.258 I 1467.643 I 1.585 I 1469.228 I i 23.60 7.19 I .80 I 1470.03 .00 I 1.65 I 2.41 I 2.500 I I .000 .00 I 1 .0 -I- .242 -I- .0283 -I- -I- -I- -I- -I- .0059 -I- .00 -i- 1.59 -I- 1.09 -I- 1.01 -I- .013 -I- .00 .00 1- PIPE 1400.500 I 1467.650 I 1.654 I 1469.304 I I 23.60 6.85 I .73 I 1470.03 .00 I 1.65 I 2.37 I 2.500 i I .000 .00 I 1 .0 -I- JUNCT STR -I- .0275 -I- -I- -I- -I- -I- .0031 -I- .02 -I- 1.81 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 1405.950 I 1467.800 I 2.288 I 1470.088 I I 11.80 2.51 I .10 I 1470.19 .01 I 1.15 i 1.39 I 2.500 I I .000 .00 I 1 .0 -I- 4.656 -I- .0286 -I- -I- -t- -I- -I- .0007 -I- .00 -I- 2.30 -I- .24 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1410.606 I 1467.933 I 2.148 I 1470.082 I I 11.80 2.63 I .11 I 1470.19 .02 I 1.15 I 1.74 I 2.500 -i- I I .000 -I- .00 I 1 .0 -I- 3.673 -I- .0286 -I- -i- -I- -I- -I- .0008 -I- .00 -I- 2.16 -I- .29 -I- .70 .013 .00 .00 1- PIPE 1414.279 I 1468.039 I 2.035 I 1470.074 I I 11.80 2.76 I .12 I 1470.19 .02 I 1.15 I 1.95 I 2.500 i I .000 .00 I 1 .0 -I- 3.141 -I- .0286 -I- -I- -I- -I- -I- .0009 -I- .00 -I- 2.06 -I- .33 -I- .70 -I- .013 -I- .00 .00 1- PIPE 11/14/03 H-22 FILE: A.WSW W S P G W -, CIVILDESIGN Version 14.01 PAGE 9 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 5-2003 Time: 3:31:54 TR 16363 LINE A HYDRAULICS USING DOWNSTREAM CONTROL OF THE ULTIMATE SYSTEM Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X-Fa11I -I ZR IType Ch 1417.420 I I 1468.129 I 1.936 1470.065 I I 11.80 2.89 i .13 I 1470.19 .02 I 1.15 I 2.09 I 2.500 I I .000 .00 I 1 .0 -I- 2.711 -I- .0286 -I- -I- -I- -I- -i- .0010 -I- .00 -I- 1.96 -I- .36 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1420.131 I I 1468.206 I 1.848 1470.054 I I 11.80 3.03 I .14 I 1470.20 .03 I 1.15 I 2.20 I 2.500 I I .000 .00 I 1 .0 -I- .129 -I- .0286 -i- -I- -I- -I- -I- .0010 -I- .00 -I- 1.88 -I- .40 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1420.260 I I 1468.210 I 1.844 1470.054 I I 11.80 3.04 I .14 I 1470.20 .00 I 1.15 I 2.20 I 2.500 I I .000 .00 I 1 .0 -I- 2.442 -I- .0283 -I- -I- -I- -I- -I- .0011 -I- .00 -I- 1.84 -I- .40 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1422.702 I 1468.279 I I 1.763 1470.042 I I 11.80 3.19 I .16 I 1470.20 .00 I 1.15 I 2.28 I 2.500 I I .000 .00 I 1 .0 -I- 2.186 -I- .0283 -I- -I- -I- -I- -I- .0012 -I- .00 -I- 1.76 -I- .44 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1424.888 I 1468.341 I 1.688 I 1470.029 I I 11.80 3.34 I .17 I 1470.20 .00 I 1.15 I 2.34 I 2.500 I I .000 .00 I 1 .0 -I- 1.917 -I- .0283 -I- -I- -I- -I- -I- .0014 -I- .00 -I- 1.69 -I- .48 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1426.805 I 1468.395 I 1.619 I 1470.014 I I 11.80 3.51 I .19 I 1470.21 .00 I 1.15 I 2.39 I 2.500 I i .000 .00 I 1 .0 -I- 1.715 -I- .0283 -I- -I- -I- -I- -I- .0016 -I- .00 -I- 1.62 -I- .52 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1428.520 i 1468.444 I 1.554 I 1469.998 I I 11.80 3.68 I .21 I 1470.21 .00 I 1.15 I 2.42 I 2.500 I I .000 -I- .00 I 1 .0 -I- 1.505 -I- .0283 -i- -I- -I- -I- -I- .0018 -I- .00 -I- 1.55 -I- .56 -I- .70 -I- .013 .00 .00 1- PIPE 1430.025 I 1468.486 I 1.493 I 1469.979 I I 11.80 3.86 I .23 I 1470.21 .00 I 1.15 -I- I 2.45 -i- I 2.500 -i- I I .000 -I- .00 I 1 C 1- -I- 1.185 -I- .0283 -I- -I- -I- -I- -I- .0020 -I- .00 -I- 1.49 .61 .70 .013 .00 .00 PIPE I 1431.210 I 1468.520 I 1.442 I 1469.962 I I 11.80 4.03 I .25 I 1470.21 .00 I 1.15 I 2.47 I 2.500 I I .000 .00 1 .0 WALL ENTRANCE 11/14/03 H-23 FILE: A.WSW W S P G W -� CIVILDESIGN Version 14.01 PAGE 10 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:ll- 5-2003 Time: 3:31:54 TR 16363 LINE A HYDRAULICS USING DOWNSTREAM CONTROL OF THE ULTIMATE SYSTEM I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall1 ZR (Type Ch I i I I I I I I I I I I I 1431.210 1468.520 1.868 1470.388 11.80 .30 .00 1470.39 .00 .21 21.00 6.230 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 11/14/03 H-24 FILE: A1.WSW W S P G W - EDIT LISTING - Version 14.01 Date:11-13-2003 Time:10: 4:56 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PACE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 3 0 .000 3.670 14.000 .000 .000 .00 W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16363 LATERAL A-1 HYDRAULICS HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 11/14/03 H-25 * W S ELEV 1459.500 RADIUS .000 W S ELEV 1456.810 PAGE NO 1 PAGE NO 2 ANGLE ANG PT MAN H .000 .000 0 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 2.910 1455.820 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 20.330 1456.810 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 20.330 1456.810 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 20.330 1456.810 2 11/14/03 H-25 * W S ELEV 1459.500 RADIUS .000 W S ELEV 1456.810 PAGE NO 1 PAGE NO 2 ANGLE ANG PT MAN H .000 .000 0 FILE: A1.WSW 11/14/03 W S P G W -CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-13-2003 Time:10: 5: 3 TR 16363 LATERAL A-1 HYDRAULICS I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl 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.I -I- -I- ZL IPrs/Pip -I -I- -I- L/Elem ICh Slope I -i- I -I- I -I- -I- I -I- -I- SF Avel HF ISE -I- DpthlFroude -I- -I- NINorm Dp I "N" I X-Fall1 ZR (Type Ch I I I I I 2.910 1455.820 I 3.680 1459.500 I I 11.50 3.66 I I .21 1459.71 .00 I I I 1.22 .00 2.000 .000 -I- -I- -I- .00 1 .0 1- -I- -I- 17.420 .0568 -I- -I- -I- -I- -I- -I- .0026 .05 -I- 3.68 -I- .00 .63 .013 .00 I .00 PIPE I i I 20.330 1456.810 I 2.735 1459.545 I I 11.50 3.66 I I .21 1459.75 .00 I I I i 1.22 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I 20.330 1456.810 -I- -I- I 3.046 -I- 1459.856 -I- I I 11.50 .27 -I- -I- I I .00 1459.86 -I- -I- .00 -I- I I I I .28 14.00 3.670 14.000 -I- -I- -I- -I- .00 0 .0 - I- 11/14/03 H-26 ioN FILE: A2.WSW W S P G W - EDIT LISTING - Version 14.01 Date:11-13-2003 Time: 9:42:54 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 3 3 0 .000 3.670 4.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16363 LATERAL A-2 HYDRAULICS HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 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 5.490 1457.070 1 1460.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 65.810 1457.910 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 84.290 1458.190 1 .013 22.500 -47.059 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 89.300 1458.260 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 89.300 1458.260 3 .500 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 89.300 1458.260 3 1458.260 11/14/03 H-27 FILE: A2.WSW W S P G W CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-13-2003 Time: 9:43: 1 TR 16363 LATERAL A-2 HYDRAULICS 11/14/03 H-28 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/IBase Wtl ]No Wth Station -I- I Elev -I- I (FT) I -I- Elev -I- I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I -I- I -i- I -I- SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch 5.490 -I- I 1457.070 -I- I I 3.330 -I- 1460.400 -I- I 6.40 -I- I 2.04 -I- I .06 I 1460.46 .00 I .90 I .00 I 2.000 I I .000 .00 I 1 .0 60.320 .0139 I I I -I- .0008 -I- .05 -I- 3.33 -I- .00 -I- .67 -I- .013 -I- .00 .00 1- PIPE 65.810 -I- 1457.910 -I- 2.538 -I- 1460.448 -I- I 6.40 -I- I 2.04 I .06 I 1460.51 .00 I .90 I .00 I 2.000 I I .000 .00 I 1 .0 18.480 .0151 I I -I- -I- .0008 -I- .01 -I- .00 -I- .00 -I- .65 -I- .013 -I- .00 .00 1- PIPE 84.290 -I- 1458.190 -I- I 2.282 -I- 1460.472 -I- I 6.40 I 2.04 I .06 I 1460.54 .00 I .90 I .00 I I 2.000 I .000 .00 I 1 .0 5.010 .0140 I I -I- -I- -I- .0008 -I- .00 -I- 2.28 -f- .00 -I- .67 -I- .013 -I- .00 .00 1- PIPE 89.300 1458.260 I 2.216 1460.476 i 6.40 I 2.04 I .06 I 1460.54 .00 I .90 I .00 I 2.000 I I .000 .00 I 1 .0 WALL ENTRANCE 89.300 -I- I 1458.260 -I- I I 2.301 -I- 1460.561 -I- I 6.40 -I- I .70 -I- I .01 -I- I 1460.57 -I- .00 -I- I .43 -I- I 4.00 -I- I 3.670 -I- I I 4.000 -I- .00 I 0 .0 I- 11/14/03 H-28 FILE: A3.WSW W S P G W EDIT LISTING - Version 14.01 Date: 9- 4-2003 Time: 3:58:39 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 1.500 CD 2 3 0 .000 4.170 14.000 .000 .000 .0n W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16363 LATERAL A-3 HYDRAULICS HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 11/14/03 H-29 * PAGE NO 1 PAGE NO 2 W S ELEV 1461.900 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1459.460 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 4.920 1458.930 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 31.520 1459.460 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 31.520 1459.460 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 31.520 1459.460 2 11/14/03 H-29 * PAGE NO 1 PAGE NO 2 W S ELEV 1461.900 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1459.460 FILE: A3.WSW W S P G W T CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9- 4-2003 Time: 3:58:46 TR 16363 LATERAL A-3 HYDRAULICS I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 4.920 1458.930 2.970 1461.900 7.70 4.36 .29 1462.19 .00 1.08 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 26.600 .0199 .0054 .14 2.97 .00 .77 .013 .00 .00 PIPE I I I I I I I I I I I I I 31.520 1459.460 2.583 1462.043 7.70 4.36 .29 1462.34 .00 1.08 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 31.520 1459.460 3.025 1462.485 7.70 .18 .00 1462.49 .00 .21 14.00 4.170 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11/14/03 - 11/14/03 H-30 FILE: A4.WSW W S P G W - EDIT LISTING - Version 14.01 Date:11-13-2003 Time: 9:42:21 W S P G W WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 U/S DATA STATION INVERT CD 2 3 0 .000 3.900 7.000 .000 .000 .00 5.190 1460.560 1 ELEMENT W S P G W PAGE NO 1 IS A REACH WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - U/S DATA STATION INVERT SECT N TR 16363 LATERAL A-4 HYDRAULICS HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 11/14/03 H-31 * W S ELEV 1463.000 RADIUS .000 W S ELEV 1460.720 PAGE NO 2 ANGLE ANG PT MAN H .000 .000 0 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 5.190 1460.560 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 37.240 1460.720 1 .013 • ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 37.240 1460.720 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 37.240 1460.720 2 11/14/03 H-31 * W S ELEV 1463.000 RADIUS .000 W S ELEV 1460.720 PAGE NO 2 ANGLE ANG PT MAN H .000 .000 0 FILE: A4.WSW 11/14/03 W S P G W r CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-13-2003 Time: 9:42:29 TR 16363 LATERAL A-4 HYDRAULICS Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I -I- ZL IPrs/Pip -I -i- -I- L/Elem ICh Slope I -I- I -I- I -I- -I- I -i- SF Avel -I- HF ISE -I- DpthIFroude -I- -I- -I- NINorm Dp I "N" I X-Fa111 ZR (Type Ch I I I I I I 5.190 1460.560 I 2.440 I 1463.000 I 4.70 1.50 I .03 I 1463.03 .00 I I .76 .00 2.000 .000 -I- -I- -i- .00 1 .0 1- -I- -I- 32.050 .0050 -I- -I- -I- -I- -I- .0004 -I- .01 -I- 2.44 -I- .00 .74 .013 .00 I .00 PIPE I I I 37.240 1460.720 I 2.294 I 1463.014 I 4.70 1.50 I .03 I 1463.05 .00 I I i i .76 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I 37.240 1460.720 -I- -I- I 2.345 -I- 1463.065 -I- I I 4.70 .29 -I- -I- I .00 -I- I 1463.07 -I- .00 -I- I I I I .24 7.00 3.900 7.000 -I- -I- -I- -I- .00 0 .0 - I- 11/14/03 H-32 FILE: A5.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9- 4-2003 Time: 3:59:36 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 3 0 .000 3.890 10.000 .000 .000 .00 W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16363 LATERAL A-5 HYDRAULICS HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 11/14/03 H-33 * PAGE NO 1 PAGE NO 2 W S ELEV 1463.500 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1460.720 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 4.930 1460.640 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 20.270 1460.720 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 20.270 1460.720 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 20.270 1460.720 2 11/14/03 H-33 * PAGE NO 1 PAGE NO 2 W S ELEV 1463.500 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1460.720 FILE: A5.WSW 11/14/03 W S P G W T CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9- 4-2003 Time: 3:59:43 TR 16363 LATERAL A-5 HYDRAULICS Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor I.D.I -I- ZL IPrs/Pip -I -I- -I- L/Elem ICh Slope I -I- I -I- I -I- -I- -I- I SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp -I- I "N" I X-Fa111 ZR (Type Ch I I I I I 4.930 1460.640 I 2.860 I 1463.500 I I 18.30 5.83 .53 I 1464.03 .00 I I 1.54 .00 -I- -I- I 2.000 -I- .000 -I- .00 1 .0 1- -I- -I- 15.340 .0052 -I- -I- -I- -I- -I- .0065 -I- .10 -I- 2.86 .00 2.00 .013 .00 .00 PIPE I I 20.270 1460.720 I 2.880 1463.600 I I I 18.30 5.83 .53 I 1464.13 .00 I I 1.54 .00 I 2.000 I I .000 .00 I 1 .0 WALL ENTRANCE I I I 20.270 1460.720 -I- -I- I 3.666 -I- 1464.386 -I- I I I 18.30 .50 .00 -I- -I- -I- I 1464.39 -I- .00 -I- I I .47 10.00 -I- -I- I 3.890 -I- I I 10.000 -I- .00 0 .0 - I- 11/14/03 H-34 FILE: A7.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9- 4-2003 Time: 4: 0:32 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 1.500 CD 2 3 0 .000 5.170 21.000 .000 .000 .00 ELEMENT NO 2 IS A REACH W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING SECT N HEADING LINE NO 1 IS - 35.390 1469.520 1 .013 ELEMENT TR 16363 LATERAL A-7 HYDRAULICS A WALL ENTRANCE HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 11/14/03 H-35 * W S ELEV 1469.700 RADIUS .000 W S ELEV 1469.520 PAGE NO 2 ANGLE ANG PT MAN H .000 .000 0 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 4.740 1468.390 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 35.390 1469.520 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 35.390 1469.520 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 35.390 1469.520 2 11/14/03 H-35 * W S ELEV 1469.700 RADIUS .000 W S ELEV 1469.520 PAGE NO 2 ANGLE ANG PT MAN H .000 .000 0 FILE: A7.WSW W S P G W-, CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9- 4-2003 Time: 4: 0:40 TR 16363 LATERAL A-7 HYDRAULICS I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I -I- Elev I -I- (FT) I -I- Elev I -I- (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch I 4.740 I 1468.390 I .915 I 1469.305 I 11.80 10.45 I 1.69 I 1471.00 .00 I I 1.31 1.46 I 1.500 I i .000 .00 I 1 .0 -I- 7.460 -I- .0369 -I- -I- -I- -I- -i- .0254 -I- .19 -I- .92 -I- 2.10 -I- .82 -I- .013 -i- .00 .00 1- PIPE 12.200 I I 1468.665 I .942 I 1469.607 I 11.80 10.09 I 1.58 I 1471.19 .00 I 1.31 I 1.45 I 1.500 I I .000 .00 I 1 .0 -I- 7.461 -I- .0369 -I- -I- -I- -i- -I- .0230 -I- .17 -I- .94 -I- 1.98 -I- .82 -I- .013 -I- .00 .00 1- PIPE 19.661 I I 1468.940 i .982 I 1469.922 I 11.80 9.62 I 1.44 I 1471.36 .00 I I 1.31 1.43 I 1.500 I I .000 .00 I 1 .0 -I- 5.386 -I- .0369 -I- -I- -I- -I- -I- .0204 -I- .11 -I- .98 -I- 1.83 -I- .82 -I- .013 -I- .00 .00 1- PIPE 25.047 I I 1469.139 1.024 I 1470.163 I I 11.80 9.17 I 1.31 I 1471.47 .00 I 1.31 I 1.40 I 1.500 I I .000 .00 I 1 .0 -I- 3.895 -I- .0369 -I- -I- -I- -I- -I- .0182 -I- .07 -I- 1.02 -I- 1.68 -I- .82 -I- .013 -I- .00 .00 1- PIPE 28.942 I 1469.282 I 1.070 I 1470.352 I I 11.80 8.75 I 1.19 I 1471.54 .00 I 1.31 I 1.36 I 1.500 I I .000 .00 I 1 .0 -I- 2.861 -I- .0369 -I- -I- -I- -i- -I- .0162 -I- .05 -I- 1.07 -I- 1.55 -I- .82 -I- .013 -I- .00 .00 1- PIPE 31.803 I 1469.388 I 1.119 I 1470.507 I I 11.80 8.34 I 1.08 I 1471.59 .00 I 1.31 I 1.31 I 1.500 I I .000 .00 I 1 .0 -I- 1.982 -I- .0369 -I- -I- -I- -I- -I- .0146 -I- .03 -I- 1.12 -I- 1.41 -I- .82 -I- .013 -I- .00 .00 1- PIPE 33.785 I 1469.461 I 1.173 I 1470.634 I I 11.80 7.95 I .98 I 1471.62 .00 I 1.31 I 1.24 I 1.500 I I .000 .00 I 1 .0 -I- 1.193 -I- .0369 -I- -I- -I- -I- -I- .0132 -I- .02 -I- 1.17 -I- 1.28 -I- .82 -I- .013 -I- .00 .00 1- PIPE 34.978 i 1469.505 I 1.234 I 1470.739 -I- I I 11.80 7.58 I .89 I 1471.63 .00 I 1.31 -I- I 1.15 -I- I 1.500 -I- I I .000 -I- .00 I 1 1- .0 -i- .412 -I- .0369 -I- -I- -I- -I- .0120 -I- .00 -I- 1.23 1.15 .82 .013 .00 .00 PIPE 35.390 I 1469.520 I 1.306 I 1470.826 I I 11.80 7.23 I .81 I 1471.64 .00 I 1.31 I 1.01 I 1.500 I I .000 .00 I 1 .0 WALL ENTRANCE 11/14/03 H-36 FILE: A7.WSW W S P G W CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9- 4-2003 Time: 4: 0:40 TR 16363 LATERAL A-7 HYDRAULICS I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -i- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch 35.390 1469.520 2.810 1472.330 11.80 .20 .00 1472.33 .00 .21 21.00 5.170 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11/14/03 H-37 FILE: B1.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9- 5-2003 Time: 2:55:55 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 1.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16363 LINE "B1" HEADING LINE NO 2 IS - 12" PVC HEADING LINE NO 3 IS - 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 1449.600 1 1449.600 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1123.500 1449.910 1 .010 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1123.500 1449.910 1 1453.900 11/14/03 H-38 FILE: B1.WSW 11/14/03 W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9- 5-2003 Time: 2:56: 1 TR 16363 LINE "B1" 12" PVC I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- -I- I "N" I X -Fall) ZR -I (Type Ch I 1000.000 -I- I 1449.600 I I .975 1450.575 I 7.00 8.97 I 1.25 I 1451.83 .00 I I .98 .31 I I I 1.000 .000 .00 I 1 .0 .465 -I- .0025 -I- -I- -I- -I- -1- .0206 -I- .01 -I- .98 -I- 1.00 -I- 1.00 -I- -I- .010 .00 .00 1- PIPE 1000.465 I I 1449.601 I I 1.000 1450.601 I 7.00 8.91 I 1.23 I 1451.83 .00 I I .98 .00 I I I 1.000 .000 .00 I 1 .0 -I- 123.035 -I- .0025 -I- -I- -I- -I- -I- .0219 -I- 2.69 -I- 1.00 -I- .00 -I- 1.00 -i- -I- .010 .00 .00 1- PIPE 1123.500 -I- I I 1449.910 -I- I 3.501 1453.411 -I- -I- I I 7.00 -I- 8.91 -I- I 1.23 -I- I 1454.65 -I- .00 -I- I I .98 -I- .00 -I- I I I 1.000 .000 -I- -I- .00 I 1 .0 - I- 11/14/03 H-39 FILE: B2.WSW W S P G W EDIT LISTING - Version 14.01 Date: 9- 5-2003 Time: 2:56:12 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(B) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.250 W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16363 LINE "B2" HEADING LINE NO 2 IS - 15" PVC HEADING LINE NO 3 IS - W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1126.500 1449.920 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1273.500 1450.290 1 .010 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1273.500 1450.290 1 11/14/03 H-40 * W S ELEV 1453.400 RADIUS .000 W S ELEV 1456.900 PAGE NO 1 PAGE NO 2 ANGLE ANG PT MAN H .000 .000 0 FILE: B2.WSW W S P G W CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9- 5-2003 Time: 2:56:18 TR 16363 LINE "B2" 15" PVC I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch I I I I I I I I I I I I I 1126.500 1449.920 3.480 1453.400 12.90 10.51 1.72 1455.12 .00 1.22 .00 1.250 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 147.000 .0025 .0236 3.47 3.48 .00 1.25 .010 .00 .00 PIPE I I I I I I I I I I I 1 1 1273.500 1450.290 6.579 1456.869 12.90 10.51 1.72 1458.58 .00 1.22 .00 1.250 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11/14/03 - 11/14/03 H-41 FILE: B3.WSW W S P G W EDIT LISTING - Version 14.01 Date:11-14-2003 Time: 2: 8:42 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 16363 LINE "B3" HEADING LINE NO 2 IS - is" PVC HEADING LINE NO 3 IS - 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 1276.500 1450.300 1 1456.900 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1333.780 1450.440 1 .010 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1357.340 1450.500 1 .010 22.500 59.995 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1397.130 1450.600 1 .010 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1397.130 1450.600 1 1460.600 11/14/03 H-42 FILE: B3.WSW W S P G W CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date:11-14-2003 Time: 2: 8:49 TR 16363 LINE "B3" 18" PVC 11/14/03 I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth -I- I Width -I- IDia.-FTIor I.D.I -I- -1- ZL -1 IPrs/Pip -1- L/Elem -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I i I 1276.500 I 1450.300 I I 6.600 I 1456.900 I 24.50 13.86 I 2.98 I 1459.88 .00 I 1.49 I .00 -I- 1.500 .000 -I- -I- .00 1 .0 1- -I- 57.280 -I- .0024 -i- -I- -I- -I- -I- .0322 -I- 1.84 -I- 6.60 -I- .00 1.50 .010 .00 .00 PIPE I 1333.780 I 1450.440 I 8.304 I I 1458.744 I 24.50 13.86 I 2.98 I 1461.73 .00 I 1.49 -i- I .00 I I I 1.500 .000 -I- -I- -I- .00 1 .0 1- -I- 23.560 -I- .0025 -I- -I- -I- -I- -I- .0322 -I- .76 -I- .00 .00 1.50 .010 .00 I .00 PIPE I 1357.340 I 1450.500 I 9.490 I I 1459.990 I 24.50 13.86 I 2.98 I 1462.97 .00 -I- I 1.49 -I- I .00 I I 1.500 .000 -I- -I- -I- .00 1 .0 1- -I- 39.790 -I- .0025 -I- -I- -I- -I- -I- .0322 -I- 1.28 9.49 .00 1.50 .010 .00 i I .00 PIPE I 1397.130 -I- I 1450.600 -I- I 10.670 -I- I I 1461.270 -I- I 24.50 -I- 13.86 -I- I 2.98 -I- I 1464.26 -I- .00 -I- I 1.49 -I- I .00 I 1.500 .000 -I- -I- -I- .00 1 C - I- 11/14/03 H-43 Lf 1.6 .. r -- +-- � - + •=- �; - - - RIE ° R.E. 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ALAS 2, 1973 + — • d - T 10.• - A &PPPWVED 9Y 111iasi.pBW I R7W - --- - --- - R6- -'- LEG EN t FL ' HYDROLOGY MANUAL ••.....................ISOLINES PRECIPITATION (INCHES) DATE f..a FILE -1 p1Yl1f. NO. ..... • �J 19(2 I"•xw. wRD-I S of 12 -� 1 CIr1I95bC e_a II �� I—�—t I.0 ' W RIM' `'r �u' I •T 12 R° - -R2-E DTIt II, W TI 4_N 101 45' -I I _ T f+• - I 1.4 - T17 12. T 1 - - - - i• - - - - - - - - - - - r o P -4 - -I- XT O -I •ii—��i'3 r 2 - O iT I , MLLL 4plwA.r II F, 11 , I I I D� I i I I• ,, DQE I g � � I � I � I � I� � - � � e I to I � 12 •' i t. � � � - I p J- 'I" u -1, I + - -- / / / I p[F• RAT TOLE SNPNE `•/- j Q I I b „fii �r� 7. T 3 -� — — - t i — I — — — — — — — — I — � _I � I FOPµ — w•o•` U - } — [I I / I — "� — � �° ' I i ( I I 1 + 11�` 14.S I MT SAN ANTONIO _ i I I A !r J;o TP, r.t BAIN DLD WI L _ 1 �. ANNo1[NE•o !, 3 ^ � w N,•IS - MI LE FOR L E - - „. - \I - - _ �[!i TI - - •[Y - L. - - - E11WIN L I• I N -}I {I- jI I • VVV✓1 �` I I Ilu .. ... 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CONTROL ' - I 11 \T3S — — I N .-c="-'=-SCALE 1= 4 MILESaoNrETALs - - - - - ---2 - 2 YEAR 24 HOUR jDAM�- t SAN BERNARDINO COUNTY .I►w �1 y�r DIO.p R.. ....1 C A IT°�no - --} - IMIIOVED wf 1 -t- +- i17145I - -�I T CHES) ME ■n amRBW R7 sw L HYDROLOGY MANUAL 0 ISO PRECIPITATION (INCHES) Its2n No r eDa D1wOi : w 12 B-10 FIGURE B-2 LUCLME %OLLE I y R8W R7 R R5W 4 -4 7- T M T4N PHEL" '30 R r R �I R2E 3.5 H 4.0 T 7wl" -T!— EST MIT 4.5 LID T - t • 9 0 RPT TOLE SNI KE 12.0 -j- T —�\ �\7tll IS r -N -12.0 4- 18.0 SAN ANh 10 -�z s. -T 'ILI ... I, —INL 16 ARPIOWMEAD RNA I 0—1LE I L CR ESC \7 CRESTLINE an F IVILLOW - I PE7 an" 11 1, it -4 !L... 112.0 V $ART DAM T I N LL :10.0 A ALTA -7 AN 6 RNARDII UPLAND T uARoiENr -- 1.4 R A L7 'C.A. FONTAIJA JF7 .11 TIS NTA 10 T, IS/ 0-*;�h-----N REDLANDS I -d . ... ... I _711111.0 6.0 94W A -41 -A-0 CRE! Kid YU4 % CHINO v IA1145 i r\ --T 7 J. UNVY R RIVIFASIDE COUNTT TZS i --o RIDE I it . ...... 11 R4W 15 i R R2W X. 5.0 -45 SAN BERNARDINO COUNTY . FLOOD CONTROL DISTRICT 4.0 DD -R5W IFLOOD PRACONTROL` / REDUCED DRAWING VALLEY AREA T3 BAS.N ISOMYETALS SCALE 1 X. 4 MILES -100 YEAR 24 HOUR BASED ON U.&O.t, KOAA. ATLAS 2, 19r3 130 ! SAN BERNARDINO COUNTY 4 A APPROVED By I - FL2= I Re w R6W-;=QL 01111101 Neely HYDROLOGY MANUAL 3 PR DATE SCALE F DRIAPQ. No 1982 1 WRO-1 1 6 of 12, B-14 FIGURE B-6 uJame `.LLE'` r + + } RIE Rw, I- I R7W_I iWELAI, ..,i R6W I,° 4W •I - �R?W - - r a �tIW 6 -- - - - T" R2E 116,5 _ I I ?�. - NEa/ERIA — 1; -- - - - - - - - - - - - _ I I I I t7, I I I wEsr ITA 111.00— ' ,w• 5 I ° 3 I z Oi • °c. I • ` , . I I , WILL[r t 1 ^I t: I •uIM � � ��I— _� Y Y- � — � / � T RA7'.E SNP I •I u W/ � I W yN y�L�v G s 1.221 F.9 zz 'I '3 or°v I - r - - - - -! 4 -� - T N e 29 • G 2 .r• - - — I N iC` - - y11•"� —I - f - - 7 1 — , —. ISA I Y ]Z 34 l / 6 11 � •`[`14.* I � \444. I I / c I +� ,/ i .cq„ I MT N ANTNI - 1 p \ u I _ 4 •417, 2.2 dl L. 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I 12`I 6 HSP wT I I . f rucAlr f ° GRAM TERR�C[ T • CHINO 4d °- ��_ - - - `"`•a,4 l% �I RIE I I I R2E 1i s RIVRR•IO[ OOINIT _ - �J,•DD' T2S -; - - - - - - - - Pa°�- •' _ L I -'- 4 - - I -I- -'- Jam` fi-�- - Ir - -I ... I - I ,r I ERSI E I_ t. r r- „E P/ SP0 P.� I i I o•°r'r ,1 R W I � R3 m ° -- -- - R2 %K I t I II + - —I -- I -r `i%' -, , I-- - -t -- - -1 - I- t - SAN BECONTROO C VALLEY AREA S I I 'IF`M ONTNOL`SASY _ _ - I__-_!- _R5W REDUCED DRAWING IeoHrETALs "`° SCALE I" 4 MILES = XI - 2 YEAR 6 HOUR - DAM�'_._I.. — - I " SAN BERNARDINO COUNTY M100°" � "°""`" _.'", - 4 , C A `I3o APPINAM 1T — I.T 43 I— I - - -_. _- - -- - - -._ I__ i -L F-1 I Raw I RTW R6W i HYDROLOGY MANUAL �` FLOOD �.0 ISOLINES PRECIPITATION (INCHES) "I= oc" As ae M� = I�BZ r.rcE� }Iloi 1 « It B-9 FIGURE 9-1 T— r -4 — 45 R5 IN 1-1, 4P I i. RZE A T I R7W 4 5 2.5 L -T T- T- T + - 713.6 4- t aWA- 477" 3 2 .0 0 T- 11 7 4.5 T- or \4 T.—I 5. 2 �,21 1 22 6 'It 1 4.! F 29 4 4 ---F- 32 IL MT SAN ANTG.l 4' r 9.0 6.5 L of v 4 ALDWIN L N try) INO ERWI kN ::4 - MAN L I CUCAMONGA MULLAKAN PEA, .0+ 4.5. 0T A.0 c? y q,- J_ j. TIN 4 j 14 UPLAND -T CLAmmomIT RIA 4- 0 M:, it TIS ONTA 4- IEN 5.0 I it 3 x -RN, GRANT TERNI .; j I'll a. Goff 7l W -T — -i — 1— 4- BAN11INDRII 40 IIE RZE WAR DUN RIVqRSIDE com T2S I +34,00 I ER IDE 3. --T T-- T -4- 1 4 -L R4W 9°p5 r R2W 1 G 1 3, llp-5 Ra SAN BERNARE)IND C t r- 7 -7 F OL OAVT t r-- 7 r- t mAD - R 5 W VALLEY AREA FLOOD CONI l'- ; I i BASIN REDUCED DRAWING T3S — — — 190MYETALS I ! — —. — .1-1 - —r-- T SCALE I"= 4 MILES 'DAM X3- 100 YEAR 6 HOUR "M 001 U."r- NDAA. ArLAS 1. WS -4 t 7 SAN BERNARDINO COUNTY NIPPON= fff FL I RSW I R R6W j JONT1061:WW" HYDROLOGY MANUAL C4.0 ISMINES FORMIPITATM (INCHM DATE 111" alk No. B-13 FIGURE 9-5 or LA ., qr -Z 7 7 V 4. - 72z, > -11*' -10 K, 'J, _g D 4 p; z —A V�17 Em;9, n,,,r 4•r ', •"!# =`7irR�",r?' ,\' )u >••la " L UN .4 < 07- A,- A[ A 'A A t I I �� .���I�-�k,. _ d I 7=7=7 U� A i T" 7: AI. u I n. ........................ As ■ Ali1-om 115: SAN BERNARDINO COUNTY HYDROLOGY MANUAL A INDEX MA 4� -1 ­T­ A� 7Z -4, C' A *W Im­ M -N -- — ------- 7F � 7 A 7V Ip 7Z Z W, 10 A I A 7.Z k 7 7-- - - --- - ------ v LEGEND- - - - - --- - - SOIL GROUP BOUNDARY / SCALEk48p00 A SOIL GROUP DESIGNATION ___ BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA cirl-Illor r-l"A SAN BERNARD 0 COUNTY oc, C4,c_*3 C-4 INDEX MA 4� -1 ­T­ A� 7Z -4, C' A *W Im­ M -N -- — ------- 7F � 7 A 7V Ip 7Z Z W, 10 A I A 7.Z k 7 7-- - - --- - ------ v LEGEND- - - - - --- - - SOIL GROUP BOUNDARY / SCALEk48p00 A SOIL GROUP DESIGNATION ___ BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA cirl-Illor r-l"A R/W R/W 60' 12' 18' CL 18 12' 6" 5' 6.5' 0.03' 6.5' S' 6" LEVEL LINE AC PAVEMENT 29 _ r_ 29 29 CONC. ' SIDEWALK SIDEWALK CONC.CURB & GUTTER SUNRIDGE CT. (STA. 12+50.37 TO STA. 16+ 15.75) CONC. CURB WINTER NIGHT CT. (STA. 13+26 TO STA. 16+ 17.94) &GUTTER NIGHT STAR COURT TYPICAL SECTION NOT TO SCALE TI=5.5 R/W R/W 64' 12' 20' CL 20' 12' 6" 5' 6.5 —0.01' 6.5' S' 6" LEVEL LINE AC PAVEMENT 2% 29Cl r- CONC. ` SIDEWALK SIDEWALK CONC. CURB & GUTTER CONC. CURB & GUTTER SUNRIDGE CT. (STA.10+00 TO STA.12+50.37) WINTER NIGHT CT. (STA. 10+00 TO STA. 13+26) STAR CREST WAY, SUMMERSET STREET, STAR DUST LANE, SUN GLORY WAY T1=5.5 NOT TO SCALE J:\685-1650\streets\stOl.dwg, 11/14/2003 11:02:22 AM, MG R/W 10, LETTERED LOT 12' 6" 5' 6.5' Z 1 1j CONC. SIDEWALK EX. CONC. i & GUTTER R/W 68' 22' CL 22' 12' 6.5' 1 5 6" LEVEL LINE EX. AC PAVEMENT o 2� L -- 29127. L 68' R/W LOS CEDROS OLEANDER AVENUE NOT TO SCALE Ti=6.5 52' IMPROVEMENTS BY OTHERS 12' 1 33' I 1 6' 5.5' 29, X K CONC. CURB— & GUTTER `Ol z EX. CONC. SIDEWALK EX. CONC. CURB & GUTTER CL RIW 104' 10' 52' LETTERED LOT IMPROVEMENTS PER TRACT 16363 40' 7' 1 33' 12' 8" CURB EX. FS L JOIN EX. GROUND FUTURE MEDIAN CITRUS A VENUE NOT TO SCALE 5.5' 6' 0.5' 29 2.1 oP 27. CONC. SIDEWALK CONC. CURB & GUTTER PROPOSED PAVEMENT \"-6.5" TYPE B AC PVMT. OVER 4.5" CLASS 11 AGG. BASE J:\685-1650\streets\stOl.dwg, 11/14/2003 11:02:52 AM, MG 0 I LJ I 3 6 ^Q N 64.5 6 G (ON 5 o 2.67'RET rn rn \ 66.00TW ( N d O J[�L633TF 6N SFG U.1g 113.93' ro 8 54. D �\ FG RG �.3 FG 6TEMPOR ~` �- TENTION CONSTRUCTION AND - .__--- I TALLAT/ON OF DRAINAGE / STRUCTURES PER SEPARATE PLANS - 54.0 FG a C) cu FUTURE 1(��- D4 u') L� FUTURE 16p a 6p FG 54.0/ TEMPORARY 5 \ Fy 30 " RISER t / 54.0 FG ._....... . .... t ec' PART 50W 4. %61�G �-" x.97-- 0. 5 27. -._..'0.529 0.50% 41.09 L=2 .28' L_4.40' J:\685-1650\grading\rgO2.dwg, 11/17/2003 09:29:24 AM, MG b-�o 65.00' \ c N 89'46'33" E lh��' hC�. FG J:\685-1650\grading\rgO2.dwg, 11/17/2003 09:29:24 AM, MG 04/19/03 REFERENCES & MAPS R-1 u . A _ .... ................. ...... ------------ ' G H k SOUTH HI � • t- LAND AV N U.� _......................... _.:_s..... .. ...` rIAN .... , Y f"•' c::,',e .-rte - :{>Tr' "I:: ., . - r w I r ...,_,_ s " . '4a. 1.. ,'L.i�■s 1IF�.4 X. U,......, ■ , .. ..,' -•,'� ten,..__., _ ' ry � l , sir � 1 { i. l `A } I ( _ t 7 S t f , r - , • t � i \ .' :' .r r \J nom, f ; i" �, � ' ::I � ! � '('i .. ._ ����• _ i, i li I ♦'I I 1 I ,I I S 1 - - - - --- , ! w II ,4 , " J I JJJ TTT . „ v, , , A:4 _! , , } i J .... , i _». j1 �,....... : 1 ". t \' - -'-i; "- ,,.. �" ,.. � ,,� � � ♦ \ , wl�. -�� .ms:µ , i , i ,I I i i I it ( I ` SIF... ._ .. u i i O i 1•. I t ! t , ., ff , I . i_ .._ ...... .. 1 L j t _................_ i , , 1 i I 1 1 „ Op f:. - - - ,! „ , FUTURE DEVEL' P`OTHERS!) .. • �"' !i ;(;; ' -- j 0 MENT BY - , ! x. _.v... \ --__- A .. .... ... .. 'I .. 1 , �. , ; jil 1,u i 0o f, ,I j {{ FS ` 14 Cl ;1 I' It � ;.�, '1 m„■ i I. ”- IiaiL�' F` ^-'� ■ Mtil■ 1/�4� ■ - ■ ■ rj ■L 4,iiR� 00 - { f �...- -. }} t 10� . i E.. , t II' , t „ 1 W .....r } i J i,,..r ,...: ,. ' .9m,.. 't _l, e\f �s s, s _ ,♦t'` - _`-'- 1 gym, _ - -. iz•-� _ ...-_-... _. +. ,�...-a.,'. - _..... • —�`y h' A 6 N I - — F=e.5.�_ 1 c 1 K E C'1 • �.�.. _ .. .._Y, .I -. ..._.... _ ____.._.._.._._ ..._....,,...,—... _ .. .-_- ................. .. .-._ .__...._.. .0 .....41, ...... ._. ,.-. - . - , „x , w fi. KEY NODE DESCRIPTION FS 109 1160 UNIT H Y D R O TRACT 16363 SUBAREA DESCRIPTION DENS Tr HYDROLOGY MAP } I LENGTH BETWEEN NODES E=500' MADOLE AND ASSOCIATES, INC. FLOW ARROW NOTE ALL SOILS GROUP "A" 10601 CHURCH STREET STE. 107 JOB NUMBER RANCHO CUCAMONGA, CA 91730 685-1650 C~'. DRAINAGE BOUNDARY �' �' �' PHONE (909) 948-1311 SHEET 4 OF 1 F ... .................... ............ - - ----,a ............ OUTH HIGMILAND AVENU I- ... _ . _.._ __`.......i• .. ... ....._._........._ .... . - —___ .—.—. .. ... _ I— _.. .' ----- .......... "ws - t (�-.,r .t.. , ,SJ '.,-:,,, � .c••�_.. ,'`a :" _.:vrs-7 .i't - .t�l' ,; �I:: � `, t''' - aa'' rr, I. ! .,; .:«:;: ! .ws 'L`rY t°y,'sj ,.�'. .. r �•°'q,fRi•7 p - , . t, • :, ,.,,, .,,. , ...., ,�.�504; .t�. i'�f .:1,�� ,§i �! . l FS 0 — r. • T � -:'� ^C.. I '�a: _ .._ is ;��{;; �,. / 1 , - Dzs_: i ,." ; y ;., ✓�:,. Jho \ • m, � �; •. „l 1.' , �I L.... =° <. rt .. ..,.. , .. ,.:::_. .. ... ....;J•.+_:..1.a?�z�„",.r.'++<'c�-,.'ti�:r...«,r.:':_S;;�xic'_•;" v5. - - , f,�. " t _ \„ „ 1 O:BRUS 1 t , - �° C, < T ,+ "�� /_.. I , J It „ • f, _Fp0 , , Y - _ , , •. I IFM/ 100= 15.6 25 = 10:6. 1 jJ/j ,. w 111 m> ` • w 10 , z , i .Hv .,a , ;�•'' i .: , I , .s : , , „ ' tt � 13:7 , 05 ii •t „ \ + ' f : 1� R, , CEDROS' , „ 100 •t I ... - - - • .__ - _,31470 ' ' 4 _ ... , u,. 0100== 35.9 I I: I 4A q92) , , f025 2473 J Jt , :V - I r , J. , : , • zao. _ �. ' FS,,.: .1460 `, li ,•'.• (" - _-tI , • h , , I b100- 35.0 * % � . 4 * :. .. i.: - -'`,• )t , � r __ `:�' r .:,: b, ��,:_. ; qty f .{w i.,; ; �>,t�••" , �✓ ,' �.... .. ._� , ,�,\ • ... ^. ,.fir '. _ Y S r •Ifio , 1 i f r ST -- ..._ WALNUT. R��i,'�k — - ... — aa I . KEY 109 NODE DESCRIPTION 11 = 100 8200 = '22 ACREAG SUBAREA DESCRIPTION DENSRY LENGTH BETWEEN NODES L=soo' FLOW ARROW EXISTING UNDEVELOPED O TRACT 16363 0 HYDROLOGY MAP I M NOTE MADOLE AND ASSOCIATES, INC. ALL SOILS GROUP "A" 10601 CHURCH STREET STE. 107 lOB NUMBER RANCHO CUCAMONGA^CA 91730 685-1650 U .... . ........................................... . ................... ..... ........ - ... ....... . .... SOUTH MIGHLANQ.,�AVENUE . . ...................... ................. ... ..... . .. ........... .. . . .. ............... I I L A V . . ........ ........... . . ....... TL .......... .. .. . . . . ............ if, , . .. ... .... t� 1 t 5 a OF J 2MV '.sX'I. 2 w"A E;z"3Z Ai r > L g 4 . iz. . , . m �,i , : , �l ..-k-,. , , " 1, . - , - , 1 .1 0,� a Tt, 57 4 0 55 .BRUSH . ....... M! 16 FV . . ....... . . .4j �l Vie® . .. ... ...... . wLT T_ I 7- . .. . . ..... 7F �—� 7 I 16 ....... ....... MH -1 IIit ri f J ken, . . . .... 'Th 'lm a !I-4/AC -- ---------- it k. A i i . ... ..... ...... .... .... .... . �A 77= ... . . .... . ...... .... .............. . . . . . . . . . .. ......... .1w WHO a ■r6 _71 '77 f ... ....... 7 . ......... . ... .. . . .. ..... WE i Yi­,4f. i:2.r- E: -,r .. .. . ........ .............. . . . . . . AL.)... . ......... .......... .... . . . ...... .... . E E 7 . .. . . ....... .pp KEY SUBAREA DESCRIPTION CR AG DENSITY LENGTH BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY ...... 0 NOTE SOILS GROUP "A" D +) 4- + + + + IFW5 1506 0100= INITIAL 025 INITIAL ..JX. 4' SUMP CB SOUTH HIGHLA% . . .. ...... .... . ...... . ......... ---- — %- EX 21' CB .......... 42!!!M . .. ........ 4: �:+: - 1. 1 .......... .................. .. ... ........ .. ..... . . ... .... --- . . ..... ....... F 1505 0121RI NITIILL I. _._a.."��,�. I ,lt�� 0 -F <1 'I INM j�C.,9- -=-Jl" 2 0 5 1-- IIMT RITIAL 44 1 02! IMTI + -J . V 0.8 AC 'AL 5 M. + ,D �/AC itI . . . ........ ........ . .... ..... . ...... ... • + 4' o F 3 �7 —P I . . ......... . . .... IrT 1 �9 It 1, J'v 4 `7 'n . .... . .... ........... ..... .... 1 4 2 STD 56 5 5 1119 & 59 58 57 1 63`',�2 - PRECIS GRADING 'LANS (TYP SUN GLORY WAY 025 2:3 If 502 — I I I J: �2 20 1 65? ,F,l 147j' 1112 FS 1482 .0 'W 0 5 _7+1 loo '9 a 02 J0025 2.8 OIDO: 3+5 ,5 2.5ti > t------ J. 998 6 100 \98 -7 9 . . ............. . \-I \6�8 II z > 80 J. - Z 0.8, 71 97 1 69 Comm- 0 4z . . ......... .. . . . . . . .................... 3!_!3 39 40 81 1115 102 75 309 W7 11.8 IN 21.1 II M r 647 ... . .. - . .. ...... .......... - -3 - 4 IDAC p 103 ......... . . ..... ................... . ... - ------ 83 33 32 31 29 1 28,"27 Q4 72 73 2.5 B 6 18 CF 3-4 AC i r�i>',.. j. . . . . .......................... . ........ . .. ... . . . ......... . 603 - V. ' - FS - ',-1,0 5 IW 1475 1'r 0101)•oil 0100= 50 0 70 3.8 25 8 . . . . . . 19,2 85 C13 4. Uo-S .-C FS CEDROS Iii C0JS, 19 20 _2 23 24 91+1 15 1 .9 ��/AC ............... . ............ . I -�M* ------ --------- IS = 4 IW - 15 &2 F 00= 6 7CFS-IN 82A 38.6 .................................. C 3.4 FUTURE DEVELOPMENT BY OTHERS 3 "B!2 'C' R FS AC Ceff 16.4 . . .... . . . . . . . . . . . . rsr wAy '-4- . ........ .... tI . . . . .... ...... ...... . III EINDRY 11,4 9 . ...... I_ 4 T11II 8 '0'25 4.2 b 1'2 4 .1 5 1 , ins.- .7tow 3-4/AC MI - — - — - — - — --- 4— . .. . . .... w. . . ......... 4:- M URIE SO LINE YY OTHERS -jj T . . .. . ............. Am 0 §Tk M, WALNUT . ............................ . ........... ....... ... . . .... . . ... ..... . . . ... . ..... . ...... ..... 4 . . ........ KEY 109 FS = NODE DESCRIPTION INN 2W2 82'9% 174TRACT 16363 SUBAREA DESCRIPTION (DENSITY �AC�R INDEX MAP 4 LENGTH BETWEEN NODES FLOW ARROW NOTE MADOLE AND ASSOCIATE SOILS GROUP "A" 1060 1 CHURCH STREET STE. 107 RANCHO CUCAMONGA, CA 91730 DRAINAGE BOUNDARY . . .... PHONE (909) 948-1311 Ir IBER 650 U .4 rx lk- 49 50 51 152 53 54 L- f- j r . .... -X7 4� 4 3 42 4,�l 9.2 3�/ACi II z > 80 J. - Z 0.8, 71 97 1 69 Comm- 0 4z . . ......... .. . . . . . . .................... 3!_!3 39 40 81 1115 102 75 309 W7 11.8 IN 21.1 II M r 647 ... . .. - . .. ...... .......... - -3 - 4 IDAC p 103 ......... . . ..... ................... . ... - ------ 83 33 32 31 29 1 28,"27 Q4 72 73 2.5 B 6 18 CF 3-4 AC i r�i>',.. j. . . . . .......................... . ........ . .. ... . . . ......... . 603 - V. ' - FS - ',-1,0 5 IW 1475 1'r 0101)•oil 0100= 50 0 70 3.8 25 8 . . . . . . 19,2 85 C13 4. Uo-S .-C FS CEDROS Iii C0JS, 19 20 _2 23 24 91+1 15 1 .9 ��/AC ............... . ............ . I -�M* ------ --------- IS = 4 IW - 15 &2 F 00= 6 7CFS-IN 82A 38.6 .................................. C 3.4 FUTURE DEVELOPMENT BY OTHERS 3 "B!2 'C' R FS AC Ceff 16.4 . . .... . . . . . . . . . . . . rsr wAy '-4- . ........ .... tI . . . . .... ...... ...... . III EINDRY 11,4 9 . ...... I_ 4 T11II 8 '0'25 4.2 b 1'2 4 .1 5 1 , ins.- .7tow 3-4/AC MI - — - — - — - — --- 4— . .. . . .... w. . . ......... 4:- M URIE SO LINE YY OTHERS -jj T . . .. . ............. Am 0 §Tk M, WALNUT . ............................ . ........... ....... ... . . .... . . ... ..... . . . ... . ..... . ...... ..... 4 . . ........ KEY 109 FS = NODE DESCRIPTION INN 2W2 82'9% 174TRACT 16363 SUBAREA DESCRIPTION (DENSITY �AC�R INDEX MAP 4 LENGTH BETWEEN NODES FLOW ARROW NOTE MADOLE AND ASSOCIATE SOILS GROUP "A" 1060 1 CHURCH STREET STE. 107 RANCHO CUCAMONGA, CA 91730 DRAINAGE BOUNDARY . . .... PHONE (909) 948-1311 Ir IBER 650 U .4 rx lk-