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Home My WebLink AboutSo California Auto AuctionHYDROLOGY REPORT AND HYDRAULICS CALCULATION FOR SOUTHERN CALIFORNIA AUTO AUCTION 10400 HEMLOCK AVENUE, FONTANA APN: 0237 - 011 -13 ASP 08 -050 /CUP 08-030 HP ENGINEERING, !N('. 1465 CRESMEW ROAD RF, DLANDS, `,i %. 923-/4 909) 799 -6 ' 1 97 1-AX (9 09) 799 -1508 AFROVED iUA1 rr INTRODUCTION +� STUDY LOCATION: The project is an existing 11.5 -acre Industrial Facility being used as overflow parking for an auto auction business. It is located at the terminus end of Hemlock Avenue north of Slover Street. The project may be accessed via Cherry Avenue off -ramp (South) from Freeway 10, thence east to Slover Street, thence north to Hemlock Avenue to the project site. REPORT OBJECTIVE: The existing facility has about 50% paved area and the remainder is paved with slag for vehicle parking purposes. The whole facility will be upgraded in such a way that all parking area will be paved and some landscaping and site lighting will be provided. The objective of this report is to determine the basic hydrologic response of the proposed —� parking lot addition to both onsite and offsite storm runoff and to established storm drain facility design criteria for this localized unit for review by the City of Fontana. HYDROLOGY: The rational method hydrology system used on the analysis of the subject site is the San Bernardino County Hydrology Manual dated August, 1986 SUMMARY: +� The project study area is an existing overflow parking for an auto auction business with about 50% paved and 50% covered with slag. The whole area will be upgraded to have all the parking areas paved with asphalt concrete and provide landscaping and on -site .. lighting. �. The project is bounded on the north and west by Southern Pacific Railway with an existing block wall along the property line, on the east by Hemlock Avenue, on the south by a residential building, construction yard, recycling yard and a commercial facility, the properties to the south generally drains to the south and would have no significant impact to the project. This existing facility is surrounded by block walls around its perimeter, therefore the site is already capsulized with a drain outlet thru the wall at the southeast and southwest arr corners. s The runoff study area is therefore limited only to the site. The grading plan is designed to have the runoff collected from northwest side of the site to the southeast side by an underground infiltration/storage system ( Stormtech system) The calculated 100 -year runoff volume after development is 38.43 CFS and requires an q4 underground storage volume of 24,600 CF. The designed Stormtech system has a capacity of 57,272 C.F . with a factor of safety of 2.3 An under sidewalk drain that drains to Hemlock Street is also provided in the event of an overflow. The storm run -off for a 25 -year event is 30.41 CFS. The size of the under sidewalk drain is based on the 25 -year storm event with a capacity of 30.60 CFS to mitigate outflow from downstream impacts. .r e F s M rr d +w IM ai '�• 2 rr F E 8 w to FREEWAY 10 SITE BOYL E AVE. � Q Q Q Q � W U SANTA ANA AVE. VICIIVITY MA-P1 NOT TO SCALE 0 I i t! I A i A & A I I t 1 t 1 I l t 1 t I t I t 1 t I i 1 i 1! i t! I 1 ol p o 6 , (PAVED AR ) f z • / (UNPA AREA) + / A2 -5.74 Ac. L ; , 1 Al 5.76 Ac. , / r r r J \ CITY OF FONTANA HYDROLOGY s ruDy MAP 1 PRE - DEVELOPMENT a 1 ams 10400 HEMLOCK AVENUE FONTANA SOU MERN CALFOM" AUTO AMM PUN No. k A I �. �( � � � i _, .. .'�',. '��► .iii. - -�; mow•. "� � C��•.lFi. 3G��.,' r 7 a �! ��'..� ,��RR1 - SIDE VALLEY AREA REDUdED DRAWING i � IS.DHYCTALS R C-4 SCALE MILES Y. - 10 YEAR I HOU left � � r�•i � MW WMI IF awl Em a I a A I A & A & I a I # I I I i I I I I I A I # I I I I I I I I I a I I I SAN BERNARDINO COUNTY HYDROLOGY MANUAL 1n 1 SdL GFOW aWWO S-LE I —POO SCALE REDUCED BY 1/2 r — 5-Q 'A c. SAN BERNARDINO COUNTY HYDROLOGY MANUAL 1n 1 SdL GFOW aWWO S-LE I —POO SCALE REDUCED BY 1/2 r — 5-Q w w *w RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE rr (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** +. * 25 -YEAR FREQUENCY * SOUTHERN CALIFORNIA AUTOMOBILE AUCTION * PRE - DEVELOPMENT ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SCAA2.DAT TIME /DATE OF STUDY: 20: 1 11/15/2010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: rir -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 err SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .50 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .930 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.350 rr COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0757 SLOPE OF INTENSITY DURATION CURVE _ .6000 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 +.� ---------------------------------------------------------------------------- »» > RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < ISO----- - - - - -- DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 �r INITIAL SUBAREA FLOW- LENGTH = 699.00 UPSTREAM ELEVATION = 1047.20 DOWNSTREAM ELEVATION = 1036.47 ELEVATION DIFFERENCE = 10.73 TC = .304 *[( 699.00 ** 3.00)/( 10.73)] ** .20 = 9.626 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.225 ,. SOIL CLASSIFICATION IS "A" , COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 16.21 TOTAL AREA(ACRES) = 5.76 PEAK FLOW RATE(CFS) = 16.21 FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< NATURAL POOR COVER qm TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 889.00 UPSTREAM ELEVATION = 1047.20 �I DOWNSTREAM ELEVATION = 1034.00 ELEVATION DIFFERENCE = 13.20 TC = .525 *[( 889.00 ** 3.00)/( 13.20)] ** .20 = 18.424 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.184 SOIL CLASSIFICATION IS "A" do NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) _ .4100 SUBAREA RUNOFF(CFS) = 9.17 TOTAL AREA(ACRES) = 5.74 PEAK FLOW RATE(CFS) = 9.17 ar END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.74 EFFECTIVE AREA(ACRES) = 5.74 PEAK FLOW RATE(CFS) = 9.17 on ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE rr (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** .. * 100 -YEAR FREQUENCY * SOUTHERN CALIFORNIA AUTOMOBILE AUCTION rr * PRE - DEVELOPMENT ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SCAA3.DAT TIME /DATE OF STUDY: 20:29 11/15/2010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: +rr -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 rr SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .50 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.3500 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** rr FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- ,.� >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< DEVELOPMENT IS COMMERCIAL '.. TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW - LENGTH = 699.00 ° UPSTREAM ELEVATION = 1047.20 DOWNSTREAM ELEVATION = 1036.47 ELEVATION DIFFERENCE = 10.73 TC = .304 *[( 699.00 ** 3.00)/( 10.73)] ** .20 = 9.626 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.047 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 r SUBAREA RUNOFF(CFS) = 20.48 TOTAL AREA(ACRES) = 5.76 PEAK FLOW RATE(CFS) = 20.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ar FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 2 ---------------------------------------------------------------------------- ,� >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ar NATURAL POOR COVER TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 889.00 UPSTREAM ELEVATION = 1047.20 DOWNSTREAM ELEVATION = 1034.47 ELEVATION DIFFERENCE = 12.73 TC = .525*[( 889.00 ** 3.00)/( 12.73)] ** .20 = 18.558 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.730 SOIL CLASSIFICATION IS "A" NATURAL POOR COVER "BARREN" SUBAREA LOSS RATE, Fm(INCH /HR) _ .4100 SUBAREA RUNOFF(CFS) = 11.98 TOTAL AREA(ACRES) = 5.74 PEAK FLOW RATE(CFS) = 11.98 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.74 EFFECTIVE AREA(ACRES) = 5.74 # PEAK FLOW RATE(CFS) = 11.98 "m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .�. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE rir (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * .. * 25 -YEAR FREQUENCY * SOUTHERN CALIFORNIA AUTOMOBILE AUCTION * "'r * POST DEVELOPMENT ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: SCAAI.DAT TIME /DATE OF STUDY: 19:28 11/15/2010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: " -- *TIME -OF- CONCENTRATION MODEL' .. USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .50 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .930 .. 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.350 COMPUTED RAINFALL INTENSITY DATA: .� STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0757 SLOPE OF INTENSITY DURATION CURVE = .6000 srr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- "' >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ------------------- rr DEVELOPMENT IS COMMERCIAL " TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 INITIAL SUBAREA FLOW- LENGTH = 766.00 ,rr UPSTREAM ELEVATION = 1045.00 DOWNSTREAM ELEVATION = 1036.47 ... ELEVATION DIFFERENCE = 8.53 TC = .304 *[( 766.00 ** 3.00)/( 8.53)] ** .20 = 10.647 AN 25 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.036 SOIL CLASSIFICATION IS "A" w COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) = .0970 a SUBAREA RUNOFF(CFS) = 30.41 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 30.41 s - END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.50 EFFECTIVE AREA(ACRES) = 11.50 a� PEAK FLOW RATE(CFS) = 30.41 ` END OF RATIONAL METHOD ANALYSIS Im III a ar ,r rn ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 -YEAR FREQUENCY * SOUTHERN CALIFORNIA AUTOMOBILE AUCTION * POST DEVELOPMENT ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** s r FILE NAME: SCAA.DAT TIME /DATE OF STUDY: 20:50 7/ 6/2010 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - .w USER SPECIFIED STORM EVENT(YEAR) = 100.00 " SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .50 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.3500 rr a� ar ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 .r ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< -------------------------------= ------------------- ----------------- -------- low ---------------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL .r TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 *. INITIAL SUBAREA FLOW - LENGTH = 766.00 UPSTREAM ELEVATION = 1045.00 DOWNSTREAM ELEVATION = 1036.47 ELEVATION DIFFERENCE = 8.53 TC = .304 *[( 766.00 ** 3.00)/( 8.53)] ** .20 = 10.647 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.810 am SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH /HR) _ .0970 SUBAREA RUNOFF(CFS) = 38.43 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 38.43 a END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.50 EFFECTIVE AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 38.43 in END OF RATIONAL METHOD ANALYSIS ild a� ar a 40 . . . . . . . . . . . . . . . . . . . . . . . . HP Engineering, Inc. . . . . . . . . . . . Civil Engineering and Land Surveying , 1465 Crestview Road as Redlands, Ca. 92374 ... 909 799 -6797 . . . . . . . . . . . . . . . ON . . . . . . . . . . . . . . . . . . . . I<--- - - - - -( 6.60') ---------- >1 w I I * * * * * ^^ ^Water Surface ( 0.50')^ ^^* * * * * r * * * * * * * * * * * * * * * * * * * * * * Rectangular Open Channel ------------------------ ,s Flowrate .................. 30.589 CFS Velocity .................. 9.269 fps 4. Depth of Flow ............. 0.500 feet ,l Critical Depth ............ 0.874 feet Total Depth ............... 0.500 feet Base Width ................ 6.600 feet Slope of Channel .......... 2.000 % .r X- Sectional Area .......... 3.300 sq. ft. Wetted Perimeter .......... 7.600 feet AR ^(2/3) .................. 1.892 Mannings 'n' .............. 0.013 a i X11 As a 40 S STORMWATER RETENTION / DETENTION RIND PIPE SYSTEM SIZING WORKSHEET THE MOST ADVANCED NAME IN DRAINAGE SYSTEMS Version 6 0 Project Name: Southern California Automobile Auction Location (City, State): Fontana Prepared For: SCAA Date Prepared: 6 - Jul - 10 SYSTEM Engineer: HP ENGINEERING, INC. Joint Type Plain End ST .� Contractor: Spacing Standard -1 Regional Engineer: Design Storage Volume 57,100 Area Sales Representative: Average Cover Height 3.00 FT Surface Application: HEADER LATERALS BACKFILL # of Sticks Approx. Length A non - perforated system has been selected Lateral Lateral Number of / Lateral of End \Stick Header Diameter 60 •1 Diameter Length Laterals Number of Headers 2 71 Group 1 60 � 315 9 17 0.3 - ft Perforate Headers? No ■I Group 2 30 ■ 0 0 0 0 - ft include Header(s) in Yes Group 3 30 '} 0 0 - ft Storage Volume? Perforate Laterals? No STORAGE VOLUME APPROXIMATE SYSTEM - EXCAVATION COMPONENT SIZE Disturbed Total Pipe Excav- Estimated Product Stone ASV System Width Length Diameter Width Length Surface ation Backfill° ASV View Generic Volume Area Layout Drawings !: (CF) (CF) (CF) (CF) (FT) (FT) (IN) (FT) (FT) (SYD) (CYD) (CYD) (CYD) Group 1 57,272 0 0 57,272 65.5 328.0 60 68.5 331.0 2520 7582 5461 0 Group 2 0 0 0 0 0.0 0.0 30 0.0 0.0 0 0 0 0 Group 3 0 0 0 0 0.0 0.0 30 _ 0.0 0.0 0 0 0 0 TOTALS 57,272 0 0 ;' % s %% !js `�t✓ F� , 'i, 2520 7582 5461 0 100.3% of the required storage NOTES 1 - Full Stick: Assumed a standard lay length of 19' -8 ". 2 - Excavation: Based on manufacturer's recommended trench width and bedding depth. Estimated volumes assume a flat system based on the user - entered Average Cover Height. 3 - Backfill: Does not account for pipe corrugations - calculated for conservative quanitites. Not for use with take -offs or ordering purposes. 4 - Cover Height: For traffic installations, 1 -ft of minimum cover is required for diameters 12 -36", 2 -ft for 42 -60 ". Maximum cover shall not exceed 8 -ft. This Excel spreadsheet isprovided for rough estimating purposes only. This tool is intended to assist the design engineer in sizing stormwater management systems using ADS pipe and manifold components. As with any calculation aid, this tool should he used for estimating only, the engineer must verify the assumptions and methods to ensure they satisfy the project and local design criteria I 1 r 1�1 P0��0