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HomeMy WebLinkAboutAppendix H - HydrologyBaseline & Lime Ave. Townhomes APN: 1110-171-02 Preliminary Drainage Report August 5, 2024 Prepared For: Newbridge Homes, LLC. 500 Newport Center Drive, Suite 570 Newport Beach, CA 92660 (949) 344-2701 Prepared By: Allard Engineering 16866 Seville Avenue Fontana, CA 92335 Phone: (909) 356-1815 Fax (909) 356-1795 Prepared under the supervision of: _____________________________________ Raymond J Allard, P.E. RCE 36052 Exp. 06-30-26 16866 Seville Avenue Fontana, CA 92335 (909) 356-1815 * (909) 356-1795 Discussion Introduction Tract No. 20729 is a proposed 54-unit townhome community on being 3.331acres. The project is located between Orlando Drive and Lime Avenue, south of the Baseline Avenue in the City of Fontana, County of San Bernardino. The existing site is undeveloped barren land and drains southwest to Orlando Drive at a grade of approximately 2%. The existing watershed for the project drains to the Miller Detention Basin one mile downstream of the proposed project. The Miller Detention Basin designated this 3.33-acre project site in a developed condition as R-1 density landcover. Ultimately the water will leave the basin and drain into the existing City of Fontana storm drain that is tributary to the Etiwanda/San Sevaine Channel. Purpose The purpose of this preliminary drainage report is to determine the develop runoff for the proposed project. This report will also demonstrate that the existing downstream facilities, being Orlando Drive currently have sufficient capacity to convey this development in a 100-year storm without exceeding the right-of- way. This report has performed all the necessary onsite hydrology analysis (Rational Method Hydrology) for 100-yr event and offsite hydraulic analysis of Orlando Drive. Criteria The criteria utilized for hydrologic analysis is the San Bernardino County Hydrology Manual. AES Rational Method Hydrology was used to quantify onsite and offsite flows. Also, AES software was used to size the proposed storm drain and ribbon gutter/street capacity to carry the flow onsite. Findings In a developed condition the proposed townhome development will increase the impervious cover to 90% of the existing site. The developed rational method runoff was calculated at 13.8 CFS for the 100-yr storm event for the entire site 3.33 acres. The onsite 100-yr storm runoff will be captured by drain inlets and storm drain, and then will be conveyed to two underground Contech infiltration chamber systems. Once the designed captured volume has been achieved and retained, the 100-year storm runoff will overflow the chamber system and drain on surface out the driveway into the curb and gutter of Orlando Drive. The water in Orlando Drive drains to a pair of existing catch basins at the corner of Orlando Drive just north of Village Parkway. The existing City storm drain system in Orlando Drive is tributary to the Miller Detention Bains where the increase runoff is mitigated. The site is HCOC exempt since this site drains to the Etiwanda/San Sevaine Channel and the site is directly tributary to the existing City storm drain system. Orlando Drive has sufficient capacity to convey the 100-year storm for this developed site. Orlando Drive right-of-way capacity depth of 0.91’ is 106.0 CFS. The watershed tributary to Orlando Drive generates 87.6 CFS with a depth of flow of only 0.71’ and does not exceed the street capacity. This offsite capacity analysis can be found in Appendix A of this report. All onsite hydraulic calculations for the onsite storm drain system will be provided with the final drainage report. New bridg e Si te at Baselin e Ave W rite a des c ription for your m ap. 600 ft N ➤➤ N © 2023 Google © 2023 Google © 2023 Google City of Fontana WQMP Handbook September 2016 - 8 - Figure 2-3 Receiving Waters Receiving Waters City of Fontana WQMP Handbook 0 1 2 •••-====::J Miles N A --Receiving Water Storm Dra i n -Basin/Da m i ~ ~ ~ City of Fontana City of Fontana WQMP Handbook September 2016 - 9 - Figure 2-4 Receiving Waters Flow Chart Etiwanda Creek Channel (south of Foothill Blvd) Day a-eek Highland Channel Etiwanda Creek Channel (north of Foothill Blvd) Etiwanda/San Sevaine Olmnel Santa Pna River Reach 3 Santa Ana River Reach 2 Santa Ana River Reach 1 Summit Avenue St D orm ra1n l-lawker-a-awford Chmnel San Sevaine Channel East Fontana Storm Drain Rialto Chamel Cactus Channel Santa Ana River Reach 4 ORLANDO LI M E A V E N U E DRIVE M.B. 284 / 48-51 M. B . 1 7 1 / 2 3 - 2 4 TR A C T N O . 1 0 9 0 7 - 1 e BASELINE & LIME DRAINAGE EXHIBIT CITY OF FONTANA SCALE: 1"= 30' APN 1110-171-02 Civil Engineering - Land Surveying - Land Planning 16866 Seville Avenue Fontana, California 92335 ALLARD ENGINEERING Prepared By: Phone (909) 356-1815 Fax (909) 356-1795 a Prepared By: 15 FREEWAY SITE VICINITY MAP SITE SUMMARY LEGEND DRAINAGE EXHIBIT-DEVELOPED CONDITION SCALE: 1"= 30' 0 100Q = 0.0 CFS FG 1376.0 (HP) FS 1 3 6 6 . 0 Q = 1 3 . 8 C F S 10 0 1 ____________________________________________________________________________ **************************************************************************** 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 1400 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * BASELINE-LIME * * DEVELOPED CONDITION (16 DU/AC) * * 100-YR STORM EVENT * ************************************************************************** FILE NAME: BASELINE.DAT TIME/DATE OF STUDY: 22:28 06/19/2024 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *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) = 1.6200 *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 0.0312 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 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1376.00 DOWNSTREAM(FEET) = 1366.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.961 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.758 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS/ACRE" A 3.33 0.74 0.200 52 9.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 13.82 TOTAL AREA(ACRES) = 3.33 PEAK FLOW RATE(CFS) = 13.82 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.3 TC(MIN.) = 9.96 EFFECTIVE AREA(ACRES) = 3.33 AREA-AVERAGED Fm(INCH/HR)= 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 13.82 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ORLANDO LI M E A V E N U E DRIVE e BASELINE & LIME DRAINAGE EXHIBIT CITY OF FONTANA SCALE: 1"= 30' APN 1110-171-02 Civil Engineering - Land Surveying - Land Planning 16866 Seville Avenue Fontana, California 92335 ALLARD ENGINEERING Prepared By: Phone (909) 356-1815 Fax (909) 356-1795 a Prepared By: 15 FREEWAY SITE VICINITY MAP LEGEND GRAPHIC SCALE 1 inch = 30 ft. ( IN FEET ) 301501530 DRAINAGE EXHIBIT-EXISTING CONDITION SCALE: 1"= 30' 1 10 0 Q = 8 . 9 C F S FS 1 3 6 4 . 0 0 100Q = 0.0 CFS FG 1375.0 (HP) (EXISTING 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 1400 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * BASELINE-LIME * * EXISTING CONDITION (R1-5 TO 7 DU/AC) * * 100-YR STORM EVENT * ************************************************************************** FILE NAME: BASELINE.DAT TIME/DATE OF STUDY: 22:33 06/19/2024 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *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) = 1.6200 *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 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 605.00 ELEVATION DATA: UPSTREAM(FEET) = 1375.00 DOWNSTREAM(FEET) = 1364.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.239 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.426 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.33 0.98 0.500 32 11.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 11.80 TOTAL AREA(ACRES) = 3.33 PEAK FLOW RATE(CFS) = 11.80 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.3 TC(MIN.) = 11.24 EFFECTIVE AREA(ACRES) = 3.33 AREA-AVERAGED Fm(INCH/HR)= 0.49 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.500 PEAK FLOW RATE(CFS) = 11.80 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS OFFSITE DRAINAGE EXHIBIT ____________________________________________________________________________ **************************************************************************** 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 1400 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * BASELINE-LIME * * DRAINAGE AREA TRIBUTARY TO ORLANDO AVE * * 100-YR STORM EVENT * ************************************************************************** FILE NAME: BASELINE.DAT TIME/DATE OF STUDY: 10:49 07/03/2024 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 36.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *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) = 1.6200 *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 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1380.00 DOWNSTREAM(FEET) = 1371.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.984 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.751 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS/ACRE" A 3.33 0.74 0.200 52 9.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 13.80 TOTAL AREA(ACRES) = 3.33 PEAK FLOW RATE(CFS) = 13.80 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1371.00 DOWNSTREAM ELEVATION(FEET) = 1361.00 STREET LENGTH(FEET) = 367.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 16.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.52 STREET FLOW TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 11.19 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.438 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.85 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) = 0.85 SUBAREA RUNOFF(CFS) = 3.34 EFFECTIVE AREA(ACRES) = 4.18 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 16.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 17.17 FLOW VELOCITY(FEET/SEC.) = 5.16 DEPTH*VELOCITY(FT*FT/SEC.) = 2.59 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 997.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 11.19 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.438 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.20 0.74 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 11.71 EFFECTIVE AREA(ACRES) = 7.38 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 7.4 PEAK FLOW RATE(CFS) = 27.91 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1361.00 DOWNSTREAM ELEVATION(FEET) = 1352.50 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 22.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.33 STREET FLOW TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 12.38 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.177 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.55 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) = 0.55 SUBAREA RUNOFF(CFS) = 2.03 EFFECTIVE AREA(ACRES) = 7.93 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 7.9 PEAK FLOW RATE(CFS) = 28.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 22.38 FLOW VELOCITY(FEET/SEC.) = 5.42 DEPTH*VELOCITY(FT*FT/SEC.) = 3.29 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 1387.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 12.38 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.177 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.70 0.74 0.500 52 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 10.50 0.74 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 17.20 SUBAREA RUNOFF(CFS) = 58.91 EFFECTIVE AREA(ACRES) = 25.13 AREA-AVERAGED Fm(INCH/HR) = 0.32 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 25.1 PEAK FLOW RATE(CFS) = 87.11 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1352.50 DOWNSTREAM ELEVATION(FEET) = 1352.00 STREET LENGTH(FEET) = 122.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 23.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 87.38 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 32.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.12 STREET FLOW TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 12.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.066 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.15 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) = 0.15 SUBAREA RUNOFF(CFS) = 0.54 EFFECTIVE AREA(ACRES) = 25.28 AREA-AVERAGED Fm(INCH/HR) = 0.32 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 25.3 PEAK FLOW RATE(CFS) = 87.11 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 32.82 FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH*VELOCITY(FT*FT/SEC.) = 3.11 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 1509.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 25.3 TC(MIN.) = 12.94 EFFECTIVE AREA(ACRES) = 25.28 AREA-AVERAGED Fm(INCH/HR)= 0.32 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.436 PEAK FLOW RATE(CFS) = 87.11 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1400 Analysis prepared by: ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 11:52 07/03/2024 ============================================================================ Problem Descriptions: STREET CAPACITY CALC WITH R/W WIDTH ORLANDO AVE. AT VILLAGE DR **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW DEPTH(FEET) = 0.91 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ============================================================================ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.91 HALFSTREET FLOOD WIDTH(FEET) = 34.00 HALFSTREET FLOW(CFS) = 106.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.64 PRODUCT OF DEPTH&VELOCITY = 6.95 ============================================================================ 1 ____________________________________________________________________________ **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1400 Analysis prepared by: ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 11:46 07/03/2024 ============================================================================ Problem Descriptions: STREET FLOOD DEPTH CALC ORLANDO AVE 100-YR STORM EVENT **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 87.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 34.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ============================================================================ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 27.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.83 PRODUCT OF DEPTH&VELOCITY = 4.14 ============================================================================ 1