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HomeMy WebLinkAboutAppendix I1 - Preliminary Hydrology Calculations Thienes Engineering, Inc. CIVIL ENGINEERING  LAND SURVEYING PRELIMINARY HYDROLOGY CALCULATIONS FOR SIERRA AVENUE INDUSTRIAL BUILDING SEC EAST OF SIERRA AVENUE AND NORTH OF CASA GRANDE DRIVE FONTANA, CALIFORNIA PREPARED FOR SHEA PROPERTIES 130 VANTIS, SUITE 200 ALISO VIEJO, CA 92656 PHONE: (949) 389-7000 AUGUST 4, 2021 REVISED MARCH 1, 2022 JOB NO. 3971 PREPARED BY THIENES ENGINEERING 14349 FIRESTONE BOULEVARD LA MIRADA, CALIFORNIA 90638 (714) 521-4811 HYDROLOGY AND HYDRAULIC CALCULATIONS FOR SIERRA AVENUE INDUSTRIAL BUILDING PREPARED UNDER THE SUPERVISION OF ____________________________________ REINHARD STENZEL DATE: R.C.E. 56155 EXP. 12/31/22 INTRODUCTION A: PROJECT LOCATION The project site is located on the easterly side of Sierra Avenue and approximately 700 ft north of Casa Grande Avenue in Fontana, California. Please see next page for vicinity map. B: STUDY PURPOSE The purpose of this study is to determine the proposed condition 100-year peak flow rate from the project site that is ultimately tributary to an existing storm drain in Sierra Avenue. C: PROJECT STAFF: Thienes Engineering staff involved in this study include: Reinhard Stenzel Morgan Holve Kristie Ferronato DISCUSSION The project site encompasses approximately 11.05 acres. Proposed improvements to the site include one warehouse-type building of approximately 203,000 square feet. There is a truck yard on the south side of the building with drive aisles and vehicle parking on the north, east and west sides. There is landscaping adjacent to the street and located throughout the site. Existing Condition The project site is currently an undeveloped dirt lot. The site generally drains from north to south. The 100-year peak flow rate from the site is approximately 25.2 cfs. See Appendix “B” for existing condition hydrology calculations and Appendix “D” for existing condition hydrology map. Off Site Drainage The project site is bound on the north property line by an undeveloped lot. The area north of the property generally sheet flows north to south. This off-site tributary area is approximately 26.95 acres of undeveloped land, with natural weeds and grasses. The 100- year peak flow rate from the northerly offsite is approximately 42.7 cfs. This flow will be captured in a temporary CMP riser and confluenced in existing public storm drain (DWG. No. 6130) lateral B1-13, in Sierra Avenue. A small portion of the Edison easement to the east of the project site (approximately 0.30 acres) drains westerly toward the project site. This will be collected in a U-channel and catch basin along the easterly property line. This runoff will be conveyed onsite through a storm drain and confluenced with the proposed onsite system in the easterly drive aisle. See Appendix “B” for existing off-site rational method and Appendix “D” for existing offsite hydrology map. Proposed Condition In the proposed condition, runoff continues to drain from north to south. Runoff from the northerly portion of the building and northern drive isle (Nodes 100-102) will drain to catch basins located in the northern drive isle. A storm drain will convey the runoff to the east, then south through the easterly drive aisle. Runoff from the westerly drive aisle (Node 103) is collected in a catch basin located in the southeast corner of the site Runoff from the southerly portion of the building and southerly truck yard will be collected in catch basins located in the truck yard (Nodes 104-108). The storm drain system will continue westerly through the truck yard. Flows from the southwesterly water quality basin basin (Node 109), the westerly drive aisle (Node 110) and the southerly driveway (Node 111) will be confluenced with the system in the southerly driveway. The proposed onsite system will continue to Sierra Avenue where it will connect to the existing public lateral. The 100-year peak flowrate from the site is approximately 40.3 cfs. See Appendix “B” for proposed condition hydrology calculations and Appendix “D” for proposed condition hydrology map. Detention Discharge from the site will be limited to 8.8 cfs per redlines made to DWG. No. 6130 by Thienes Engineering, Inc. The westerly drive aisle (Node 110) and southerly driveway (Node 111) will leave the site undetained. The allowable discharge from the truck yard is approximately 5.5 cfs (8.8 cfs- 1.1 cfs-2.4 cfs). Remaining flows will be temporarily detained in the truck yard. A small-area unit hydrograph was established for the areas of the site tributary to the southerly truck yard. An orifice equation was used to determine the allowable discharge from the truck yard per unit depth of 0.2’. The discharge vs. depth data was routed through the small-area unit hydrograph to determine the discharge from the truck yard, storage volume and storage depth. During the 100-year storm event, the truck yard will discharge approximately 5.5 cfs. Required volume for storage will be approximately 0.78 acre-ft at an approximate depth of 1.1’ feet. With detention, the 100-year discharge from the site is approximately 9.0 cfs. See Appendix “C” for detention analysis. Methodology Hydrology calculations were computed using the San Bernardino County Rational Method program (by AES Software). The soil type is “A” per the San Bernardino County Hydrology Manual. See Appendix “A” for pertinent reference materials. APPENDIX DESCRIPTION A REFERENCE MATERIALS B HYDROLOGY CALCULATIONS C DETENTION CALCULATIONS D HYDROLOGY MAPS APPENDIX A REFERENCE MATERIALS * LAT B1-10 LINE B2 * LAT B1-12 LAT B1-13 LINE B3 LAT B1-11 Thienes Engineering, Inc. CIVIL ENGINEERING  LAND SURVEYING REDLINE CORRECTIONS TO K&A PUBLIC STORM DRAIN PLANS FOR NORTH SIERRA DISTRIBUTION CENTER NORTHEAST CORNER OF SIERRA AVENUE AND CASA GRANDE AVENUE FONTANA, CA PREPARED FOR BSREP III SIERRA CASA GRANDE LLC 2101 ROSECRANS AVENUE, SUITE 6250 EL SEGUNDO, CA 90245 PHONE: (310) 765-3265 January 25, 2022 JOB NO. 3963 PREPARED BY THIENES ENGINEERING 14349 FIRESTONE BLVD. LA MIRADA, CALIFORNIA 90638 PHONE: (714) 521-4811 FAX: (714) 521-4173 HYDROLOGY AND HYDRAULIC CALCULATIONS FOR REDLINE CORRECTIONS TO K&A PUBLIC STORM DRAIN PLANS PREPARED UNDER THE SUPERVISION OF __________________________________________ REINHARD STENZEL DATE: R.C.E. 56155 EXP. 12/31/2022 Discussion Design revisions to the public storm drain laterals in Sierra Avenue, north of Casa Grande Avenue (DWG. No. 6130, designed by K&A Engineering for “The Gardens at the Arboretum”) were made to accommodate project sites designed by Thienes Engineering on the east side of Sierra Avenue. A storm drain lateral for the Brookfield project at the north-east corner of Sierra and Casa Grande was added (the 2 existing laterals shown on plan at curb return were not constructed due to utility conflicts with existing gas line). An 18” lateral has been added for a proposed public catch basin, a portion of a 30” lateral has been removed to accommodate Brookfield project and a 30” lateral has been added for the Shea project just north of the Brookfield project. The revisions have minimal impact on the HGL of the original plans, and therefore no impact on the downstream hydraulic conditions of the existing Sierra Avenue storm drain south of Casa Grande Avenue. The “Water Surface and Pressure Gradient for Windows” (WSPGW) program was used for all hydraulic calculations. Rational method calculations were performed with Advanced Engineering Software’s (AES) Rational Method Hydrology Program for San Bernardino County and K&A Engineering’s provided hydrology calculations from CIVILD. RATIONAL METHOD HYDROLOGY CALCULATIONS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRIADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * * * * * * ************************************************************************** FILE NAME: W:\3963\BOTTOM.DAT TIME/DATE OF STUDY: 15:17 12/14/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 45.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 15.33 RAINFALL INTENSITY(INCH/HR) = 3.40 EFFECTIVE AREA(ACRES) = 82.85 TOTAL AREA(ACRES) = 83.23 PEAK FLOW RATE(CFS) = 254.05 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.18 AREA-AVERAGED Ap = 0.19 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1740.00 DOWNSTREAM(FEET) = 1738.50 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.69 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 254.05 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 15.40 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 22.00 = 81.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 15.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.392 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 5.35 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 5.35 SUBAREA RUNOFF(CFS) = 15.86 EFFECTIVE AREA(ACRES) = 88.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 88.6 PEAK FLOW RATE(CFS) = 266.28 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1738.50 DOWNSTREAM(FEET) = 1735.66 FLOW LENGTH(FEET) = 269.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.52 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 266.28 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 15.69 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 22.10 = 350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.10 TO NODE 22.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 15.69 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.354 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 8.00 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 23.45 EFFECTIVE AREA(ACRES) = 96.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 96.6 PEAK FLOW RATE(CFS) = 286.74 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 96.6 TC(MIN.) = 15.69 EFFECTIVE AREA(ACRES) = 96.20 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 0.173 PEAK FLOW RATE(CFS) = 286.74 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS SIERRA AVENUE STORM DRAIN HYDRAULIC CALCULATIONS T1 SIERRA AVENUE PUBLIC STORM DRAIN T2 UPDATED K&A SD DESIGN T3 100-YEAR SO 68431.94 1731.44 1 1733.22 R 68451.63 1732.26 1 .014 .00 .00 .00 0 R 68484.01 1733.63 1 .014 .00 .00 .00 0 R 68506.55 1734.58 1 .014 .00 .00 .00 0 R 68530.00 1734.70 1 .014 .00 .00 .00 0 JX 68534.00 1734.72 1 2 .014 9.4 1734.72 45.00 .00 R 68577.58 1734.93 1 .014 .00 .00 2.53 0 TS 68601.14 1735.05 4 .014 R 68610.20 1735.09 4 .014 .00 .00 2.53 0 JX 68617.20 1735.13 4 5 .014 49.6 1735.11 45.00 .00 R 68625.14 1735.17 4 .014 .00 .00 2.88 1 TS 68650.00 1735.29 6 .014 R 68655.44 1735.30 6 .013 .00 .00 2.88 0 JX 68658.44 1735.31 6 7 .013 0.6 1737.32 60.00 .00 R 68842.98 1735.66 6 .013 .00 .00 .00 0 JX 68842.98 1735.66 6 11 .013 20.5 1735.66 30.00 .00 R 68909.81 1735.88 6 .013 .00 .00 .00 0 R 68914.48 1735.94 6 .013 .00 .00 .00 0 R 68974.04 1736.70 6 .013 .00 .00 .00 0 JX 68974.04 1736.70 6 7 .013 1.0 1738.70 90.00 .00 R 69111.78 1738.32 6 .013 .00 .00 .00 1 JX 69115.78 1738.37 6 8 .013 11.2 1740.68 45.00 .00 R 69192.79 1739.30 6 .013 .00 .00 .00 0 JX 69205.46 1739.89 10 9 .013 158.1 1739.78 30.00 .00 R 69213.46 1739.95 10 .013 .00 .00 .00 0 TS 69220.91 1741.50 5 .013 R 69301.00 1744.95 5 .013 .00 .00 .00 0 JX 69303.00 1745.04 5 7 .013 8.4 1745.98 45.00 .00 R 69348.27 1746.20 5 .013 .00 .00 .00 0 JX 69348.27 1746.20 5 8 .013 8.8 1746.7 45.00 .00 R 69716.26 1762.86 5 .013 .00 .00 .00 1 JX 69723.54 1764.07 8 11 .013 36.0 1763.32 45.00 .00 R 70327.64 1781.76 8 .013 .00 .00 .00 1 JX 70333.52 1782.43 2 2 .013 18.8 1782.21 45.00 .00 R 70679.57 1792.56 2 .013 .00 .00 .00 1 R 70684.24 1792.74 2 .013 .00 .00 .00 1 R 70719.58 1794.10 2 .013 .00 45.00 .00 0 R 70778.85 1796.37 2 .013 .00 .00 .00 0 SH 70778.85 1796.37 2 1796.37 CD 1 3 1 0.70 2.00 10.70 .00 .00 .00 CD 2 4 1 .00 2.00 .00 .00 .00 .00 CD 4 3 0 .00 4.00 8.00 .00 .00 .00 CD 5 4 1 .00 3.50 .00 .00 .00 .00 CD 6 4 1 .00 5.50 .00 .00 .00 .00 CD 7 4 1 .00 1.50 .00 .00 .00 .00 CD 8 4 1 .00 2.50 .00 .00 .00 .00 CD 9 4 1 .00 4.50 .00 .00 .00 .00 CD 10 4 1 .00 5.00 .00 .00 .00 .00 CD 11 4 1 .00 3.00 .00 .00 .00 .00 CD 12 4 1 .00 2.00 .00 .00 .00 .00 Q 26.800 .0 FILE: PUBTH.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1872 WATER SURFACE PROFILE LISTING Date:12-15-2021 Time: 2:42:32 SIERRA AVENUE PUBLIC STORM DRAIN UPDATED K&A SD DESIGN 100-YEAR ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 68431.940 1731.440 1.780 1733.220 349.20 19.62 5.97 1739.19 .00 2.00 10.70 2.000 10.700 .00 1 .7 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.695 .0416 .0315 .62 1.78 2.68 1.63 .014 .00 .00 BOX | | | | | | | | | | | | | 68451.630 1732.260 1.816 1734.076 349.20 19.23 5.74 1739.82 .00 2.00 10.70 2.000 10.700 .00 1 .7 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .539 .0423 .0306 .02 1.82 2.60 1.62 .014 .00 .00 BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- | | | | | | | | | | | | | 68452.170 1732.283 1.817 1734.100 349.20 19.22 5.73 1739.83 .00 2.00 10.70 2.000 10.700 .00 1 .7 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.836 .0423 .0287 .91 1.82 2.60 1.62 .014 .00 .00 BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- | | | | | | | | | | | | | 68484.010 1733.630 1.906 1735.536 349.20 18.32 5.21 1740.75 .00 2.00 10.70 2.000 10.700 .00 1 .7 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .078 .0421 .0268 .00 1.91 2.42 1.62 .014 .00 .00 BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- | | | | | | | | | | | | | 68484.090 1733.633 1.906 1735.539 349.20 18.32 5.21 1740.75 .00 2.00 10.70 2.000 10.700 .00 1 .7 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 22.461 .0421 .0346 .78 1.91 2.42 1.62 .014 .00 .00 BOX -------------------- WARNING - Flow depth near top of box conduit -------------------- FILE: PUBTH.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1872 WATER SURFACE PROFILE LISTING Date:12-15-2021 Time: 2:42:32 SIERRA AVENUE PUBLIC STORM DRAIN UPDATED K&A SD DESIGN 100-YEAR ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 68506.550 1734.580 2.000 1736.580 349.20 17.46 4.73 1741.31 .00 2.00 10.70 2.000 10.700 .00 1 .7 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 23.453 .0051 .0424 .99 2.00 2.25 2.00 .014 .00 .00 BOX | | | | | | | | | | | | | 68530.000 1734.700 2.874 1737.574 349.20 17.46 4.73 1742.31 .00 2.00 10.70 2.000 10.700 .00 1 .7 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0050 .0401 .16 2.87 2.25 .014 .00 .00 BOX | | | | | | | | | | | | | 68534.000 1734.720 3.491 1738.211 339.80 16.99 4.48 1742.69 .00 2.00 10.70 2.000 10.700 .00 1 .7 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 43.578 .0048 .0401 1.75 3.49 2.19 2.00 .014 .00 .00 BOX | | | | | | | | | | | | | 68577.580 1734.930 5.067 1739.997 339.80 16.99 4.48 1744.48 .00 2.00 10.70 2.000 10.700 .00 1 .7 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0051 .0068 .16 5.07 2.19 .014 .00 .00 BOX | | | | | | | | | | | | | 68601.140 1735.050 8.505 1743.555 339.80 10.62 1.75 1745.31 .00 3.83 8.00 4.000 8.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.063 .0044 .0068 .06 8.50 .94 3.85 .014 .00 .00 BOX | | | | | | | | | | | | | 68610.200 1735.090 8.541 1743.631 339.80 10.62 1.75 1745.38 .00 3.83 8.00 4.000 8.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0057 .0050 .03 8.54 .94 .014 .00 .00 BOX | | | | | | | | | | | | | 68617.200 1735.130 9.314 1744.444 290.20 9.07 1.28 1745.72 .00 3.44 8.00 4.000 8.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.938 .0050 .0050 .04 9.31 .80 3.26 .014 .00 .00 BOX | | | | | | | | | | | | | 68625.140 1735.170 9.390 1744.560 290.20 9.07 1.28 1745.84 .00 3.44 8.00 4.000 8.000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0048 .0068 .17 9.39 .80 .014 .00 .00 BOX | | | | | | | | | | | | | 68650.000 1735.290 8.608 1743.898 290.20 12.21 2.32 1746.21 .00 4.70 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.438 .0018 .0075 .04 8.61 .00 5.50 .013 .00 .00 PIPE FILE: PUBTH.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1872 WATER SURFACE PROFILE LISTING Date:12-15-2021 Time: 2:42:32 SIERRA AVENUE PUBLIC STORM DRAIN UPDATED K&A SD DESIGN 100-YEAR ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 68655.440 1735.300 8.660 1743.960 290.20 12.21 2.32 1746.28 .00 4.70 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0033 .0075 .02 8.66 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 68658.440 1735.310 8.692 1744.002 289.60 12.19 2.31 1746.31 .00 4.70 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 184.539 .0019 .0074 1.37 8.69 .00 5.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 68842.980 1735.660 9.714 1745.374 289.60 12.19 2.31 1747.68 .00 4.70 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0000 .0069 .00 9.71 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 68842.980 1735.660 10.277 1745.937 269.10 11.33 1.99 1747.93 .00 4.56 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 66.836 .0033 .0064 .43 10.28 .00 5.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 68909.810 1735.880 10.486 1746.366 269.10 11.33 1.99 1748.36 .00 4.56 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.664 .0129 .0064 .03 10.49 .00 3.41 .013 .00 .00 PIPE | | | | | | | | | | | | | 68914.480 1735.940 10.456 1746.396 269.10 11.33 1.99 1748.39 .00 4.56 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 59.563 .0128 .0064 .38 10.46 .00 3.42 .013 .00 .00 PIPE | | | | | | | | | | | | | 68974.040 1736.700 10.079 1746.779 269.10 11.33 1.99 1748.77 .00 4.56 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0000 .0064 .00 10.08 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 68974.040 1736.700 10.108 1746.808 268.10 11.28 1.98 1748.79 .00 4.55 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 137.742 .0118 .0064 .88 10.11 .00 3.51 .013 .00 .00 PIPE | | | | | | | | | | | | | 69111.780 1738.320 9.465 1747.785 268.10 11.28 1.98 1749.76 .00 4.55 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0125 .0061 .02 9.46 .00 .013 .00 .00 PIPE FILE: PUBTH.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1872 WATER SURFACE PROFILE LISTING Date:12-15-2021 Time: 2:42:32 SIERRA AVENUE PUBLIC STORM DRAIN UPDATED K&A SD DESIGN 100-YEAR ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 69115.780 1738.370 9.739 1748.109 256.90 10.81 1.82 1749.92 .00 4.46 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 77.008 .0121 .0059 .45 9.74 .00 3.38 .013 .00 .00 PIPE | | | | | | | | | | | | | 69192.790 1739.300 9.260 1748.560 256.90 10.81 1.82 1750.38 .00 4.46 .00 5.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0466 .0036 .05 9.26 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 69205.460 1739.890 10.139 1750.029 98.80 5.03 .39 1750.42 .00 2.83 .00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.000 .0075 .0014 .01 10.14 .00 2.32 .013 .00 .00 PIPE | | | | | | | | | | | | | 69213.460 1739.950 10.090 1750.040 98.80 5.03 .39 1750.43 .00 2.83 .00 5.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .2082 .0055 .04 10.09 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 69220.910 1741.500 7.602 1749.102 98.80 10.27 1.64 1750.74 .00 3.06 .00 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 80.094 .0431 .0096 .77 7.60 .00 1.69 .013 .00 .00 PIPE | | | | | | | | | | | | | 69301.000 1744.950 4.924 1749.874 98.80 10.27 1.64 1751.51 .00 3.06 .00 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0450 .0089 .02 4.92 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 69303.000 1745.040 5.294 1750.334 90.40 9.40 1.37 1751.70 .00 2.95 .00 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 29.680 .0256 .0081 .24 5.29 .00 1.88 .013 .00 .00 PIPE | | | | | | | | | | | | | 69332.680 1745.800 4.770 1750.571 90.40 9.40 1.37 1751.94 .00 2.95 .00 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 69332.680 1745.800 1.775 1747.576 90.40 18.45 5.29 1752.86 .00 2.95 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.594 .0256 .0311 .48 1.78 2.75 1.88 .013 .00 .00 PIPE FILE: PUBTH.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1872 WATER SURFACE PROFILE LISTING Date:12-15-2021 Time: 2:42:32 SIERRA AVENUE PUBLIC STORM DRAIN UPDATED K&A SD DESIGN 100-YEAR ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 69348.270 1746.200 1.765 1747.965 90.40 18.59 5.37 1753.33 .00 2.95 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0000 .0379 .00 1.77 2.78 .013 .00 .00 PIPE | | | | | | | | | | | | | 69348.270 1746.200 1.506 1747.706 81.60 20.61 6.59 1754.30 .00 2.82 3.47 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 114.086 .0453 .0434 4.95 1.51 3.40 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69462.350 1751.365 1.527 1752.892 81.60 20.24 6.36 1759.25 .00 2.82 3.47 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 94.516 .0453 .0398 3.76 1.53 3.31 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69556.870 1755.644 1.584 1757.228 81.60 19.30 5.78 1763.01 .00 2.82 3.48 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 45.164 .0453 .0349 1.58 1.58 3.09 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69602.030 1757.689 1.643 1759.332 81.60 18.40 5.26 1764.59 .00 2.82 3.49 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.617 .0453 .0307 .88 1.64 2.88 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69630.650 1758.984 1.705 1760.689 81.60 17.54 4.78 1765.47 .00 2.82 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.281 .0453 .0271 .55 1.70 2.68 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69650.930 1759.903 1.770 1761.672 81.60 16.72 4.34 1766.02 .00 2.82 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 15.242 .0453 .0238 .36 1.77 2.50 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69666.170 1760.593 1.838 1762.430 81.60 15.95 3.95 1766.38 .00 2.82 3.50 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.852 .0453 .0210 .25 1.84 2.32 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69678.020 1761.129 1.909 1763.038 81.60 15.20 3.59 1766.63 .00 2.82 3.49 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.391 .0453 .0185 .17 1.91 2.16 1.50 .013 .00 .00 PIPE FILE: PUBTH.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1872 WATER SURFACE PROFILE LISTING Date:12-15-2021 Time: 2:42:32 SIERRA AVENUE PUBLIC STORM DRAIN UPDATED K&A SD DESIGN 100-YEAR ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 69687.410 1761.554 1.985 1763.539 81.60 14.50 3.26 1766.80 .00 2.82 3.47 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 7.516 .0453 .0164 .12 1.98 2.01 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69694.930 1761.895 2.064 1763.958 81.60 13.82 2.97 1766.93 .00 2.82 3.44 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.031 .0453 .0145 .09 2.06 1.86 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69700.960 1762.167 2.148 1764.315 81.60 13.18 2.70 1767.01 .00 2.82 3.41 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.805 .0453 .0128 .06 2.15 1.72 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69705.770 1762.385 2.237 1764.622 81.60 12.57 2.45 1767.07 .00 2.82 3.36 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.773 .0453 .0114 .04 2.24 1.59 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69709.540 1762.556 2.332 1764.888 81.60 11.98 2.23 1767.12 .00 2.82 3.30 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.867 .0453 .0101 .03 2.33 1.47 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69712.410 1762.686 2.434 1765.120 81.60 11.42 2.03 1767.15 .00 2.82 3.22 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.047 .0453 .0090 .02 2.43 1.35 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69714.450 1762.778 2.544 1765.323 81.60 10.89 1.84 1767.16 .00 2.82 3.12 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.281 .0453 .0081 .01 2.54 1.24 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69715.730 1762.836 2.664 1765.500 81.60 10.38 1.67 1767.17 .00 2.82 2.98 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .523 .0453 .0073 .00 2.66 1.13 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 69716.260 1762.860 2.796 1765.656 81.60 9.90 1.52 1767.18 .00 2.82 2.81 3.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .1662 .0181 .13 2.80 1.02 .013 .00 .00 PIPE FILE: PUBTH.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1872 WATER SURFACE PROFILE LISTING Date:12-15-2021 Time: 2:42:32 SIERRA AVENUE PUBLIC STORM DRAIN UPDATED K&A SD DESIGN 100-YEAR ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 69723.550 1764.070 1.468 1765.538 45.60 15.22 3.60 1769.14 .00 2.24 2.46 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 206.117 .0293 .0293 6.04 1.47 2.43 1.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 69929.660 1770.106 1.468 1771.574 45.60 15.22 3.60 1775.17 .00 2.24 2.46 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 158.414 .0293 .0291 4.60 1.47 2.43 1.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 70088.080 1774.745 1.475 1776.220 45.60 15.13 3.55 1779.77 .00 2.24 2.46 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 123.984 .0293 .0272 3.37 1.48 2.41 1.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 70212.060 1778.375 1.535 1779.911 45.60 14.42 3.23 1783.14 .00 2.24 2.43 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 44.016 .0293 .0241 1.06 1.54 2.23 1.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 70256.080 1779.664 1.599 1781.264 45.60 13.75 2.94 1784.20 .00 2.24 2.40 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 25.078 .0293 .0214 .54 1.60 2.06 1.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 70281.160 1780.399 1.667 1782.066 45.60 13.11 2.67 1784.74 .00 2.24 2.36 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.508 .0293 .0190 .31 1.67 1.90 1.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 70297.660 1780.882 1.740 1782.622 45.60 12.50 2.43 1785.05 .00 2.24 2.30 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.500 .0293 .0169 .19 1.74 1.75 1.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 70309.160 1781.219 1.819 1783.038 45.60 11.92 2.21 1785.24 .00 2.24 2.23 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.141 .0293 .0152 .12 1.82 1.60 1.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 70317.300 1781.457 1.904 1783.362 45.60 11.36 2.01 1785.37 .00 2.24 2.13 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.594 .0293 .0136 .08 1.90 1.46 1.47 .013 .00 .00 PIPE FILE: PUBTH.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 8 Program Package Serial Number: 1872 WATER SURFACE PROFILE LISTING Date:12-15-2021 Time: 2:42:32 SIERRA AVENUE PUBLIC STORM DRAIN UPDATED K&A SD DESIGN 100-YEAR ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 70322.900 1781.621 1.999 1783.620 45.60 10.84 1.82 1785.44 .00 2.24 2.00 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.453 .0293 .0124 .04 2.00 1.32 1.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 70326.350 1781.722 2.107 1783.829 45.60 10.33 1.66 1785.49 .00 2.24 1.82 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.289 .0293 .0114 .01 2.11 1.17 1.47 .013 .00 .00 PIPE | | | | | | | | | | | | | 70327.640 1781.760 2.235 1783.995 45.60 9.85 1.51 1785.50 .00 2.24 1.54 2.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .1139 .0125 .07 2.24 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 70333.520 1782.430 2.764 1785.194 26.80 8.53 1.13 1786.32 .00 1.80 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.664 .0293 .0140 .15 2.76 .00 1.22 .013 .00 .00 PIPE | | | | | | | | | | | | | 70344.190 1782.742 2.597 1785.339 26.80 8.53 1.13 1786.47 .00 1.80 .00 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 70344.190 1782.742 1.224 1783.966 26.80 13.30 2.75 1786.71 .00 1.80 1.95 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 126.727 .0293 .0293 3.71 1.22 2.31 1.22 .013 .00 .00 PIPE | | | | | | | | | | | | | 70470.910 1786.452 1.224 1787.676 26.80 13.30 2.75 1790.42 .00 1.80 1.95 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 119.633 .0293 .0296 3.54 1.22 2.31 1.22 .013 .00 .00 PIPE | | | | | | | | | | | | | 70590.550 1789.954 1.215 1791.169 26.80 13.42 2.80 1793.96 .00 1.80 1.95 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 89.023 .0293 .0319 2.84 1.22 2.34 1.22 .013 .00 .00 PIPE | | | | | | | | | | | | | 70679.570 1792.560 1.168 1793.728 26.80 14.07 3.07 1796.80 .00 1.80 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.672 .0385 .0336 .16 1.17 2.52 1.12 .013 .00 .00 PIPE FILE: PUBTH.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 9 Program Package Serial Number: 1872 WATER SURFACE PROFILE LISTING Date:12-15-2021 Time: 2:42:32 SIERRA AVENUE PUBLIC STORM DRAIN UPDATED K&A SD DESIGN 100-YEAR ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 70684.240 1792.740 1.172 1793.912 26.80 14.01 3.05 1796.96 .27 1.80 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.820 .0385 .0333 .13 1.44 2.51 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 70688.060 1792.887 1.175 1794.062 26.80 13.97 3.03 1797.09 .27 1.80 1.97 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.516 .0385 .0313 .99 1.44 2.49 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 70719.570 1794.100 1.223 1795.323 26.80 13.32 2.75 1798.08 .00 1.80 1.95 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.430 .0383 .0289 .16 1.22 2.31 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 70725.000 1794.308 1.235 1795.543 26.80 13.16 2.69 1798.23 .00 1.80 1.94 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 16.930 .0383 .0269 .46 1.23 2.27 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 70741.930 1794.956 1.286 1796.243 26.80 12.55 2.45 1798.69 .00 1.80 1.92 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.609 .0383 .0239 .28 1.29 2.09 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 70753.540 1795.401 1.341 1796.742 26.80 11.97 2.22 1798.97 .00 1.80 1.88 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.398 .0383 .0212 .18 1.34 1.93 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 70761.940 1795.722 1.400 1797.123 26.80 11.41 2.02 1799.14 .00 1.80 1.83 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.211 .0383 .0190 .12 1.40 1.78 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 70768.150 1795.960 1.464 1797.424 26.80 10.88 1.84 1799.26 .00 1.80 1.77 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.578 .0383 .0170 .08 1.46 1.63 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 70772.730 1796.135 1.533 1797.669 26.80 10.37 1.67 1799.34 .00 1.80 1.69 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.258 .0383 .0153 .05 1.53 1.48 1.12 .013 .00 .00 PIPE FILE: PUBTH.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 10 Program Package Serial Number: 1872 WATER SURFACE PROFILE LISTING Date:12-15-2021 Time: 2:42:32 SIERRA AVENUE PUBLIC STORM DRAIN UPDATED K&A SD DESIGN 100-YEAR ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 70775.980 1796.260 1.610 1797.870 26.80 9.89 1.52 1799.39 .00 1.80 1.58 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.070 .0383 .0139 .03 1.61 1.33 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 70778.050 1796.340 1.697 1798.037 26.80 9.43 1.38 1799.42 .00 1.80 1.43 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .797 .0383 .0128 .01 1.70 1.18 1.12 .013 .00 .00 PIPE | | | | | | | | | | | | | 70778.850 1796.370 1.804 1798.174 26.80 8.99 1.25 1799.43 .00 1.80 1.19 2.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- APPENDIX B HYDROLOGY CALCULATIONS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA 90638 PH: (714) 521-4811 FAX: (714) 521-4173 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 3971 * * SIERRA AVENUE AND DUNCAN CANYON ROAD * * EXISTING CONDITION 100-YR * ************************************************************************** FILE NAME: C:\XDRIVE\3994\100X.DAT TIME/DATE OF STUDY: 11:41 08/13/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 751.00 ELEVATION DATA: UPSTREAM(FEET) = 1813.80 DOWNSTREAM(FEET) = 1789.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 26.225 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.465 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 GOOD COVER "OPEN BRUSH" A 5.10 0.69 1.00 61 26.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 8.16 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 8.16 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1789.40 DOWNSTREAM(FEET) = 1772.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 540.00 CHANNEL SLOPE = 0.0313 CHANNEL FLOW THRU SUBAREA(CFS) = 8.16 FLOW VELOCITY(FEET/SEC) = 4.20 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 28.37 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1291.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN) = 28.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.351 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "OPEN BRUSH" A 5.55 0.69 1.00 61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.55 SUBAREA RUNOFF(CFS) = 8.32 EFFECTIVE AREA(ACRES) = 10.65 AREA-AVERAGED Fm(INCH/HR) = 0.69 AREA-AVERAGED Fp(INCH/HR) = 0.69 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 10.65 PEAK FLOW RATE(CFS) = 15.96 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.65 TC(MIN.) = 28.37 EFFECTIVE AREA(ACRES) = 10.65 AREA-AVERAGED Fm(INCH/HR)= 0.69 AREA-AVERAGED Fp(INCH/HR) = 0.69 AREA-AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 15.96 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA 90638 PH: (714) 521-4811 FAX: (714) 521-4173 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 3971 * * SIERRA AVENUE AND DUNCAN CANYON ROAD * * EXISTING CONDITION 100-YR * ************************************************************************** FILE NAME: C:\3994\110X.DAT TIME/DATE OF STUDY: 10:42 08/13/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 678.00 ELEVATION DATA: UPSTREAM(FEET) = 1793.10 DOWNSTREAM(FEET) = 1774.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 26.040 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.475 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 GOOD COVER "OPEN BRUSH" A 8.35 0.69 1.00 61 26.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 13.45 TOTAL AREA(ACRES) = 8.35 PEAK FLOW RATE(CFS) = 13.45 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.35 TC(MIN.) = 26.04 EFFECTIVE AREA(ACRES) = 8.35 AREA-AVERAGED Fm(INCH/HR)= 0.69 AREA-AVERAGED Fp(INCH/HR) = 0.69 AREA-AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 13.45 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA 90638 PH: (714) 521-4811 FAX: (714) 521-4173 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 3971 * * SIERRA AVENUE AND DUNCAN CANYON ROAD * * EXISTING CONDITION 100-YR * ************************************************************************** FILE NAME: C:\3994\200X.DAT TIME/DATE OF STUDY: 10:47 08/13/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 664.00 ELEVATION DATA: UPSTREAM(FEET) = 1815.70 DOWNSTREAM(FEET) = 1793.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 24.890 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.543 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 GOOD COVER "OPEN BRUSH" A 7.95 0.69 1.00 61 24.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 13.29 TOTAL AREA(ACRES) = 7.95 PEAK FLOW RATE(CFS) = 13.29 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.95 TC(MIN.) = 24.89 EFFECTIVE AREA(ACRES) = 7.95 AREA-AVERAGED Fm(INCH/HR)= 0.69 AREA-AVERAGED Fp(INCH/HR) = 0.69 AREA-AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 13.29 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 EXISTING CONDITION ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA 90638 PH: (714) 521-4811 FAX: (714) 521-4173 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 3971 * * EXISTING CONDITION * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\XDRIVE\3971\X100.DAT TIME/DATE OF STUDY: 10:25 08/04/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 613.00 ELEVATION DATA: UPSTREAM(FEET) = 1775.80 DOWNSTREAM(FEET) = 1759.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.027 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.988 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 3.50 0.61 1.00 66 19.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.48 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 7.48 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.50 TC(MIN.) = 19.03 EFFECTIVE AREA(ACRES) = 3.50 AREA-AVERAGED Fm(INCH/HR)= 0.61 AREA-AVERAGED Fp(INCH/HR) = 0.61 AREA-AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 7.48 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA 90638 PH: (714) 521-4811 FAX: (714) 521-4173 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 3971 * * EXISTING CONDITION * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\XDRIVE\3971\X110.DAT TIME/DATE OF STUDY: 10:37 08/04/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 564.00 ELEVATION DATA: UPSTREAM(FEET) = 1774.50 DOWNSTREAM(FEET) = 1726.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.565 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.507 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 2.55 0.61 1.00 66 14.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 6.64 TOTAL AREA(ACRES) = 2.55 PEAK FLOW RATE(CFS) = 6.64 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.55 TC(MIN.) = 14.57 EFFECTIVE AREA(ACRES) = 2.55 AREA-AVERAGED Fm(INCH/HR)= 0.61 AREA-AVERAGED Fp(INCH/HR) = 0.61 AREA-AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 6.64 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA 90638 PH: (714) 521-4811 FAX: (714) 521-4173 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 3971 * * EXISTING CONDITION * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\XDRIVE\3971\X120.DAT TIME/DATE OF STUDY: 10:49 08/04/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 509.00 ELEVATION DATA: UPSTREAM(FEET) = 1772.40 DOWNSTREAM(FEET) = 1761.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.290 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.060 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 3.75 0.61 1.00 66 18.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 8.25 TOTAL AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) = 8.25 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.75 TC(MIN.) = 18.29 EFFECTIVE AREA(ACRES) = 3.75 AREA-AVERAGED Fm(INCH/HR)= 0.61 AREA-AVERAGED Fp(INCH/HR) = 0.61 AREA-AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 8.25 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA CA 90638 PH: (714) 521-4811 FAX: (714) 521-4173 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 3971 * * EXISTING CONDITION * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: C:\XDRIVE\3071\X130.DAT TIME/DATE OF STUDY: 11:05 08/04/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 498.00 ELEVATION DATA: UPSTREAM(FEET) = 1773.20 DOWNSTREAM(FEET) = 1760.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.691 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.121 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 1.25 0.61 1.00 66 17.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) = 2.82 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.25 TC(MIN.) = 17.69 EFFECTIVE AREA(ACRES) = 1.25 AREA-AVERAGED Fm(INCH/HR)= 0.61 AREA-AVERAGED Fp(INCH/HR) = 0.61 AREA-AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 2.82 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 PROPOSED CONDITION ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRIADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 3971 * * PROPOSED CONDITION * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\3971\P100.DAT TIME/DATE OF STUDY: 07:50 02/28/2022 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 1775.36 DOWNSTREAM(FEET) = 1768.67 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.241 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.832 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.86 0.74 0.100 52 6.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 9.64 TOTAL AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) = 9.64 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1764.67 DOWNSTREAM(FEET) = 1762.74 FLOW LENGTH(FEET) = 386.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.48 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.64 PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 7.41 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 676.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 7.41 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.260 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.72 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.72 SUBAREA RUNOFF(CFS) = 8.03 EFFECTIVE AREA(ACRES) = 3.58 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 16.71 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1062.74 DOWNSTREAM(FEET) = 1060.37 FLOW LENGTH(FEET) = 468.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.17 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.71 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 8.68 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.10 = 1144.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.10 TO NODE 102.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 8.68 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.786 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 0.31 0.55 1.000 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 1.18 EFFECTIVE AREA(ACRES) = 3.89 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.65 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 16.71 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 102.10 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1760.37 DOWNSTREAM(FEET) = 1759.74 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.15 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.71 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 9.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1269.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.02 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.677 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.35 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 5.59 EFFECTIVE AREA(ACRES) = 5.24 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.67 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 21.57 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1759.74 DOWNSTREAM(FEET) = 1758.86 FLOW LENGTH(FEET) = 176.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.61 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.57 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 9.46 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.46 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.544 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.77 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 3.10 EFFECTIVE AREA(ACRES) = 6.01 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.67 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 6.0 PEAK FLOW RATE(CFS) = 24.04 **************************************************************************** FLOW PROCESS FROM NODE 104.00 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) = 1758.86 DOWNSTREAM(FEET) = 1758.35 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.91 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.04 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 9.71 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1547.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.71 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.474 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.68 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 2.69 EFFECTIVE AREA(ACRES) = 6.69 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.68 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 6.7 PEAK FLOW RATE(CFS) = 26.36 **************************************************************************** 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) = 1758.35 DOWNSTREAM(FEET) = 1757.84 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.02 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.36 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 9.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 1649.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 9.95 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.409 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.87 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 3.39 EFFECTIVE AREA(ACRES) = 7.56 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.68 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 7.6 PEAK FLOW RATE(CFS) = 29.36 **************************************************************************** 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) = 1757.84 DOWNSTREAM(FEET) = 1757.33 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.10 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.36 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 10.19 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1751.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.19 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.346 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.87 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 3.35 EFFECTIVE AREA(ACRES) = 8.43 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.69 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 8.4 PEAK FLOW RATE(CFS) = 32.28 **************************************************************************** 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) = 1757.33 DOWNSTREAM(FEET) = 1756.95 FLOW LENGTH(FEET) = 77.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.37 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.28 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.36 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 1828.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.302 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.39 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 5.29 EFFECTIVE AREA(ACRES) = 9.82 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.69 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 37.24 **************************************************************************** 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) = 1756.95 DOWNSTREAM(FEET) = 1755.75 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.56 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.24 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 10.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 2068.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.89 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.176 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.50 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.85 EFFECTIVE AREA(ACRES) = 10.32 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.70 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 10.3 PEAK FLOW RATE(CFS) = 37.96 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1755.75 DOWNSTREAM(FEET) = 1755.69 FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.88 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.96 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 2079.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.91 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.170 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.65 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 2.40 EFFECTIVE AREA(ACRES) = 10.97 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.70 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 40.31 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1755.69 DOWNSTREAM(FEET) = 1748.22 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 30.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.31 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.94 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 2119.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.165 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.31 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 1.14 EFFECTIVE AREA(ACRES) = 11.28 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.70 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 11.3 PEAK FLOW RATE(CFS) = 41.40 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.3 TC(MIN.) = 10.94 EFFECTIVE AREA(ACRES) = 11.28 AREA-AVERAGED Fm(INCH/HR)= 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.70 AREA-AVERAGED Ap = 0.125 PEAK FLOW RATE(CFS) = 41.40 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS APPENDIX C DETENTION CALCULATIONS Elevation Depth Area Volume S Volume S Volume Discharge (feet) (sq. ft.) (c.f.) (c.f.) (ac-ft) (c.f.s.) 1765.61 0.00 0 579 579 0.01 4.20 1765.80 0.19 6097 2958 3,537 0.08 4.50 1766.00 0.39 23482 6262 9,799 0.22 4.80 1766.20 0.59 39140 9396 19,195 0.44 5.10 1766.40 0.79 54821 12632 31,827 0.73 5.40 1766.60 0.99 71496 15767 47,594 1.09 5.60 1766.80 1.19 86170 17354 64,948 1.49 5.90 1767.00 1.39 87371 SIERRA INDUSTRIAL DEVELOPMENT PONDING AT SOUTHERLY TRUCK YARD ____________________________________________________________________________ **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRIADA, CA 90638 714-521-4811 **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: TEI JOB NUMBER 3971 PONDING AT SOUTHERLY TRUCK YARD 100-YEAR STORM EVENT ============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 10.20 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 9.82 10.00 32.(AMC II) 0.742 0.918 TOTAL AREA (Acres) = 9.82 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.074 _ AREA-AVERAGED LOW LOSS FRACTION, Y = 0.082============================================================================ Problem Descriptions: TEI JOB NUMBER 3971 PONDING AT SOUTHERLY TRUCK YARD 100-YEAR STORM EVENT ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 9.82 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.074 LOW LOSS FRACTION = 0.082 TIME OF CONCENTRATION(MIN.) = 10.40 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.56 30-MINUTE POINT RAINFALL VALUE(INCHES) = 1.15 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.50 3-HOUR POINT RAINFALL VALUE(INCHES) = 2.90 6-HOUR POINT RAINFALL VALUE(INCHES) = 4.40 24-HOUR POINT RAINFALL VALUE(INCHES) = 10.20 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 6.90 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 1.45 **************************************************************************** TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.05 0.0000 0.00 Q . . . . 0.23 0.0150 2.10 . Q . . . . 0.40 0.0451 2.10 . Q . . . . 1 0.57 0.0753 2.12 . Q . . . . 0.75 0.1057 2.12 . Q . . . . 0.92 0.1361 2.13 . Q . . . . 1.09 0.1668 2.14 . Q . . . . 1.27 0.1975 2.15 . Q . . . . 1.44 0.2284 2.16 . Q . . . . 1.61 0.2595 2.17 . Q . . . . 1.79 0.2907 2.18 . Q . . . . 1.96 0.3220 2.19 . Q . . . . 2.13 0.3535 2.20 . Q . . . . 2.31 0.3851 2.22 . Q . . . . 2.48 0.4169 2.22 . Q . . . . 2.65 0.4489 2.24 . Q . . . . 2.83 0.4810 2.25 . Q . . . . 3.00 0.5133 2.26 . Q . . . . 3.17 0.5457 2.27 . Q . . . . 3.35 0.5784 2.29 . Q . . . . 3.52 0.6111 2.29 . Q . . . . 3.69 0.6441 2.31 . Q . . . . 3.87 0.6773 2.32 . Q . . . . 4.04 0.7106 2.34 . Q . . . . 4.21 0.7442 2.35 . Q . . . . 4.39 0.7779 2.36 . Q . . . . 4.56 0.8118 2.37 . Q . . . . 4.73 0.8459 2.39 . Q . . . . 4.91 0.8802 2.40 . Q . . . . 5.08 0.9148 2.42 . Q . . . . 5.25 0.9495 2.43 . Q . . . . 5.43 0.9845 2.45 . Q . . . . 5.60 1.0197 2.46 . Q . . . . 5.77 1.0551 2.48 . Q . . . . 5.95 1.0907 2.49 . Q . . . . 6.12 1.1266 2.52 . Q . . . . 6.29 1.1627 2.53 . Q . . . . 6.47 1.1991 2.55 . Q . . . . 6.64 1.2358 2.56 . Q . . . . 6.81 1.2727 2.59 . Q . . . . 6.99 1.3099 2.60 . Q . . . . 7.16 1.3473 2.63 . Q . . . . 7.33 1.3851 2.64 . Q . . . . 7.51 1.4231 2.67 . Q . . . . 7.68 1.4614 2.68 . Q . . . . 7.85 1.5001 2.71 . Q . . . . 8.03 1.5390 2.73 . Q . . . . 8.20 1.5783 2.76 . Q . . . . 8.37 1.6180 2.77 . Q . . . . 8.55 1.6579 2.81 . Q . . . . 8.72 1.6983 2.82 . Q . . . . 8.89 1.7390 2.86 . Q . . . . 9.07 1.7801 2.88 . Q . . . . 9.24 1.8216 2.92 . Q . . . . 9.41 1.8635 2.94 . Q . . . . 9.59 1.9058 2.98 . Q . . . . 9.76 1.9486 3.00 . Q . . . . 9.93 1.9919 3.04 . Q . . . . 10.11 2.0356 3.06 . Q . . . . 10.28 2.0798 3.11 . Q . . . . 10.45 2.1245 3.13 . Q . . . . 10.63 2.1698 3.19 . Q . . . . 10.80 2.2156 3.21 . Q . . . . 10.97 2.2621 3.27 . Q . . . . 11.15 2.3091 3.30 . Q . . . . 11.32 2.3568 3.36 . Q . . . . 11.49 2.4052 3.39 . Q . . . . 11.67 2.4542 3.46 . Q . . . . 11.84 2.5041 3.50 . Q . . . . 12.01 2.5547 3.57 . Q . . . . 12.19 2.6060 3.59 . Q . . . . 12.36 2.6581 3.67 . Q . . . . 12.53 2.7110 3.72 . Q . . . . 12.71 2.7649 3.81 . Q . . . . 12.88 2.8199 3.87 . Q . . . . 13.05 2.8761 3.98 . Q . . . . 2 13.23 2.9336 4.04 . Q . . . . 13.40 2.9925 4.18 . Q . . . . 13.57 3.0528 4.25 . Q . . . . 13.75 3.1148 4.41 . Q . . . . 13.92 3.1786 4.50 . Q . . . . 14.09 3.2445 4.69 . Q . . . . 14.27 3.3124 4.80 . Q . . . . 14.44 3.3830 5.05 . Q . . . . 14.61 3.4564 5.20 . Q . . . . 14.79 3.5333 5.54 . Q . . . . 14.96 3.6142 5.75 . Q . . . . 15.13 3.7002 6.26 . Q . . . . 15.31 3.7921 6.58 . Q . . . . 15.48 3.8781 5.42 . Q . . . . 15.65 3.9559 5.45 . Q . . . . 15.83 4.0541 8.25 . Q . . . . 16.00 4.1966 11.64 . .Q . . . 16.17 4.5498 37.66 . . . . Q . 16.35 4.8652 6.37 . Q . . . . 16.52 4.9607 6.97 . Q . . . . 16.69 5.0534 5.98 . Q . . . . 16.87 5.1347 5.36 . Q . . . . 17.04 5.2083 4.92 . Q . . . . 17.21 5.2765 4.59 . Q . . . . 17.39 5.3404 4.33 . Q . . . . 17.56 5.4008 4.11 . Q . . . . 17.73 5.4583 3.92 . Q . . . . 17.91 5.5133 3.76 . Q . . . . 18.08 5.5663 3.63 . Q . . . . 18.25 5.6175 3.53 . Q . . . . 18.43 5.6674 3.43 . Q . . . . 18.60 5.7158 3.33 . Q . . . . 18.77 5.7628 3.24 . Q . . . . 18.95 5.8087 3.16 . Q . . . . 19.12 5.8534 3.09 . Q . . . . 19.29 5.8971 3.02 . Q . . . . 19.47 5.9399 2.96 . Q . . . . 19.64 5.9818 2.90 . Q . . . . 19.81 6.0229 2.84 . Q . . . . 19.99 6.0633 2.79 . Q . . . . 20.16 6.1029 2.74 . Q . . . . 20.33 6.1419 2.70 . Q . . . . 20.51 6.1802 2.65 . Q . . . . 20.68 6.2180 2.61 . Q . . . . 20.85 6.2552 2.58 . Q . . . . 21.03 6.2918 2.54 . Q . . . . 21.20 6.3279 2.51 . Q . . . . 21.37 6.3636 2.47 . Q . . . . 21.55 6.3988 2.44 . Q . . . . 21.72 6.4335 2.41 . Q . . . . 21.89 6.4678 2.38 . Q . . . . 22.07 6.5018 2.35 . Q . . . . 22.24 6.5353 2.33 . Q . . . . 22.41 6.5685 2.30 . Q . . . . 22.59 6.6013 2.28 . Q . . . . 22.76 6.6337 2.25 . Q . . . . 22.93 6.6658 2.23 . Q . . . . 23.11 6.6976 2.21 . Q . . . . 23.28 6.7291 2.19 . Q . . . . 23.45 6.7603 2.17 . Q . . . . 23.63 6.7912 2.15 . Q . . . . 23.80 6.8218 2.13 . Q . . . . 23.97 6.8522 2.11 . Q . . . . 24.15 6.8823 2.09 . Q . . . . 24.32 6.8973 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) 3 ======================= ========= 0% 1445.6 10% 312.0 20% 31.2 30% 20.8 40% 10.4 50% 10.4 60% 10.4 70% 10.4 80% 10.4 90% 10.4 Problem Descriptions: TEI JOB NUMBER 3971 PONDING AT SOUTHERLY TRUCK YARD 100-YEAR STORM EVENT ============================================================================ FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 10.400 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW | | | V __effective depth ------------- | (and volume) | | | | | detention | |....V............. | basin |<-->| outflow | | |........._________ ------------- | | \ | | storage | basin outlet V ----------- OUTFLOW DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 8 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0.000** 0.190 0.010 4.200* * 0.390 0.080 4.500** 0.590 0.220 4.800* * 0.790 0.440 5.100** 0.990 0.730 5.400* * 1.190 1.090 5.600** 1.390 1.490 5.900* ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S-O*DT/2} {S+O*DT/2} NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 0.19 -0.02008 0.04008 3 0.39 0.04777 0.11223 4 0.59 0.18562 0.25438 5 0.79 0.40347 0.47653 6 0.99 0.69132 0.76868 7 1.19 1.04989 1.13011 8 1.39 1.44774 1.53226 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE 4 (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.053 0.000 0.00 0.00 0.00 0.000 0.227 0.000 2.10 0.14 1.57 0.007 0.400 0.000 2.10 0.14 3.15 0.008 0.573 0.000 2.12 0.14 3.17 0.008 0.747 0.000 2.12 0.14 3.18 0.008 0.920 0.000 2.13 0.14 3.19 0.008 1.093 0.000 2.14 0.15 3.21 0.008 1.267 0.000 2.15 0.15 3.22 0.008 1.440 0.000 2.16 0.15 3.24 0.008 1.613 0.000 2.17 0.15 3.25 0.008 1.787 0.000 2.18 0.15 3.27 0.008 1.960 0.000 2.19 0.15 3.28 0.008 2.133 0.000 2.20 0.15 3.30 0.008 2.307 0.000 2.22 0.15 3.32 0.008 2.480 0.000 2.22 0.15 3.33 0.008 2.653 0.000 2.24 0.15 3.35 0.008 2.827 0.000 2.25 0.15 3.37 0.008 3.000 0.000 2.26 0.15 3.38 0.008 3.173 0.000 2.27 0.15 3.40 0.008 3.347 0.000 2.29 0.16 3.42 0.008 3.520 0.000 2.29 0.16 3.44 0.008 3.693 0.000 2.31 0.16 3.46 0.008 3.867 0.000 2.32 0.16 3.47 0.008 4.040 0.000 2.34 0.16 3.49 0.008 4.213 0.000 2.35 0.16 3.51 0.008 4.387 0.000 2.36 0.16 3.53 0.008 4.560 0.000 2.37 0.16 3.55 0.008 4.733 0.000 2.39 0.16 3.58 0.009 4.907 0.000 2.40 0.16 3.60 0.009 5.080 0.000 2.42 0.16 3.62 0.009 5.253 0.000 2.43 0.17 3.64 0.009 5.427 0.000 2.45 0.17 3.66 0.009 5.600 0.000 2.46 0.17 3.69 0.009 5.773 0.000 2.48 0.17 3.71 0.009 5.947 0.000 2.49 0.17 3.74 0.009 6.120 0.000 2.52 0.17 3.76 0.009 6.293 0.000 2.53 0.17 3.79 0.009 6.467 0.000 2.55 0.17 3.81 0.009 6.640 0.000 2.56 0.17 3.84 0.009 6.813 0.000 2.59 0.18 3.87 0.009 6.987 0.000 2.60 0.18 3.90 0.009 7.160 0.000 2.63 0.18 3.92 0.009 7.333 0.000 2.64 0.18 3.95 0.009 7.507 0.000 2.67 0.18 3.99 0.010 7.680 0.000 2.68 0.18 4.02 0.010 7.853 0.000 2.71 0.18 4.05 0.010 8.027 0.000 2.73 0.19 4.08 0.010 8.200 0.000 2.76 0.19 4.12 0.010 8.373 0.000 2.77 0.19 4.15 0.010 8.547 0.000 2.81 0.19 4.18 0.010 8.720 0.000 2.82 0.19 4.20 0.010 8.893 0.000 2.86 0.19 4.20 0.011 9.067 0.000 2.88 0.19 4.20 0.011 9.240 0.000 2.92 0.19 4.21 0.012 9.413 0.000 2.94 0.20 4.21 0.012 9.587 0.000 2.98 0.20 4.21 0.012 9.760 0.000 3.00 0.20 4.21 0.013 9.933 0.000 3.04 0.20 4.21 0.013 10.107 0.000 3.06 0.20 4.22 0.014 10.280 0.000 3.11 0.20 4.22 0.014 10.453 0.000 3.13 0.20 4.22 0.015 10.627 0.000 3.19 0.21 4.22 0.015 10.800 0.000 3.21 0.21 4.22 0.016 10.973 0.000 3.27 0.21 4.23 0.017 11.147 0.000 3.30 0.21 4.23 0.017 11.320 0.000 3.36 0.21 4.23 0.018 11.493 0.000 3.39 0.21 4.23 0.018 11.667 0.000 3.46 0.22 4.24 0.019 11.840 0.000 3.50 0.22 4.24 0.020 12.013 0.000 3.57 0.22 4.24 0.021 12.187 0.000 3.59 0.22 4.25 0.021 5 12.360 0.000 3.67 0.22 4.25 0.022 12.533 0.000 3.72 0.23 4.25 0.023 12.707 0.000 3.81 0.23 4.26 0.024 12.880 0.000 3.87 0.23 4.26 0.025 13.053 0.000 3.98 0.24 4.27 0.026 13.227 0.000 4.04 0.24 4.27 0.027 13.400 0.000 4.18 0.24 4.28 0.029 13.573 0.000 4.25 0.25 4.28 0.030 13.747 0.000 4.41 0.25 4.29 0.032 13.920 0.000 4.50 0.26 4.30 0.035 14.093 0.000 4.69 0.28 4.32 0.041 14.267 0.000 4.80 0.30 4.34 0.047 14.440 0.000 5.05 0.32 4.38 0.057 14.613 0.000 5.20 0.36 4.42 0.068 14.787 0.000 5.54 0.39 4.48 0.083 14.960 0.000 5.75 0.42 4.53 0.101 15.133 0.000 6.26 0.45 4.57 0.125 15.307 0.000 6.58 0.49 4.63 0.153 15.480 0.000 5.42 0.51 4.67 0.163 15.653 0.000 5.45 0.52 4.69 0.174 15.827 0.000 8.25 0.59 4.75 0.224 16.000 0.000 11.64 0.68 4.87 0.322 16.173 0.000 37.66 1.02 5.18 0.787 16.347 0.000 6.37 1.03 5.44 0.800 16.520 0.000 6.97 1.04 5.45 0.822 16.693 0.000 5.98 1.05 5.45 0.830 16.867 0.000 5.36 1.04 5.45 0.828 17.040 0.000 4.92 1.04 5.45 0.821 17.213 0.000 4.59 1.03 5.45 0.808 17.387 0.000 4.33 1.02 5.44 0.792 17.560 0.000 4.11 1.01 5.43 0.773 17.733 0.000 3.92 1.00 5.42 0.752 17.907 0.000 3.76 0.99 5.41 0.729 18.080 0.000 3.63 0.97 5.39 0.703 18.253 0.000 3.53 0.95 5.36 0.677 18.427 0.000 3.43 0.93 5.33 0.650 18.600 0.000 3.33 0.92 5.30 0.622 18.773 0.000 3.24 0.90 5.27 0.592 18.947 0.000 3.16 0.87 5.24 0.563 19.120 0.000 3.09 0.85 5.21 0.532 19.293 0.000 3.02 0.83 5.18 0.501 19.467 0.000 2.96 0.81 5.15 0.470 19.640 0.000 2.90 0.79 5.11 0.438 19.813 0.000 2.84 0.76 5.08 0.406 19.987 0.000 2.79 0.73 5.03 0.374 20.160 0.000 2.74 0.70 4.99 0.342 20.333 0.000 2.70 0.67 4.94 0.310 20.507 0.000 2.65 0.64 4.90 0.277 20.680 0.000 2.61 0.61 4.86 0.245 20.853 0.000 2.58 0.58 4.81 0.213 21.027 0.000 2.54 0.54 4.75 0.182 21.200 0.000 2.51 0.49 4.68 0.150 21.373 0.000 2.47 0.45 4.62 0.120 21.547 0.000 2.44 0.40 4.55 0.089 21.720 0.000 2.41 0.33 4.47 0.060 21.893 0.000 2.38 0.25 4.35 0.032 22.067 0.000 2.35 0.16 3.97 0.009 22.240 0.000 2.33 0.16 3.57 0.008 22.413 0.000 2.30 0.16 3.47 0.008 22.587 0.000 2.28 0.15 3.44 0.008 22.760 0.000 2.25 0.15 3.40 0.008 22.933 0.000 2.23 0.15 3.37 0.008 23.107 0.000 2.21 0.15 3.33 0.008 23.280 0.000 2.19 0.15 3.30 0.008 23.453 0.000 2.17 0.15 3.27 0.008 23.627 0.000 2.15 0.15 3.24 0.008 23.800 0.000 2.13 0.14 3.21 0.008 23.973 0.000 2.11 0.14 3.18 0.008 24.147 0.000 2.09 0.14 3.15 0.007 24.320 0.000 0.00 0.00 1.57 0.000 24.493 0.000 0.00 0.00 0.00 0.000 ---------------------------------------------------------------------------- 6 APPENDIX D HYDROLOGY MAPS