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HomeMy WebLinkAboutAppendix I4 - Preliminary Hydrology Calculations (Building 1) PRELIMINARY HYDROLOGY CALCULATIONS FOR SANTA ANA AVENUE INDUSTRIAL DEVELOPMENT (BUILDING 1) NEC OF SANTA ANA AVE. AND CITRUS AVE. FONTANA, CA 92337 P21-471 PREPARED FOR ACACIA REAL ESTATE GROUP, INC. P.O. BOX 12665 NEWPORT BEACH, CA 92658 PHONE: (949) 640-9995 CONTACT: DAVID PITTMAN David.pittman@acaciareg.com MARCH 31, 2022 REVISED AUGUST 17,2022 JOB NO. 3615B PREPARED BY THIENES ENGINEERING 14349 FIRESTONE BLVD. LA MIRADA, CALIFORNIA 90638 (714) 521-4811 PRELIMINARY HYDROLOGY CALCULATIONS FOR SANTA ANA AVENUE INDUSTRIAL DEVELOPMENT (BUILDING 1) PREPARED UNDER THE SUPERVISION OF _______________________________________ REINHARD STENZEL , PE DATE R.C.E. 56155 EXP. 12/31/22 INTRODUCTION A: PROJECT LOCATION The project site is located north of Santa Ana Avenue between Citrus Avenue and Cypress Avenue in the City of Fontana. See following page for vicinity map. B: STUDY PURPOSE The purpose of this study is to determine the existing and proposed condition 100-year peak flow rate from the site that drains to an existing storm drain system at Santa Ana Avenue. C: PROJECT STAFF: Thienes Engineering staff involved in this study include: Reinhard Stenzel, PE Eduardo Toledanes DISCUSSION The proposed project site encompasses a total area of approximately 6.78 acres. There will be one proposed warehouse type building with a floor area of approximately 146,618 square feet. A truck yard will be located on the easterly side of the building. Proposed driveways will be located adjacent to the streets. Vehicle parking will be provided on the north, northeasterly and southeasterly side of the proposed buildings. There will be landscaping around the area and adjacent to Citrus Avenue and Santa Ana Avenue. Master Plan of Drainage Per City of Fontana’s Master Plan of Drainage Plan Line DZ-8 prepared by L.D. King dated May 2000, The project site is tabled to the existing 30” R.C.P. public storm drain Line “A” in Santa Ana Avenue south of the project site which connects to an existing 54” R.C.P. storm drain at Citrus Avenue. Please see Appendix "A" for portions of the City’s Master Plan of Drainage and downstream existing storm drain plans. Existing Condition The site is currently a low-density residential with open space area where runoff from the project site drains southerly towards Santa Ana Avenue. Flow appears to discharge to the street via the existing driveways and conveyed westerly to an existing curb opening catch basin that drains to an existing 30” R.C.P. public storm drain in Santa Ana Avenue. The existing 30” R.C.P. connects to an existing 54” R.C.P. at the intersection of Santa Ana Avenue and Citrus Avenue. The existing condition 100-year peak flow rate tributary to the site is approximately 17.2 cfs. See Appendix “B” for existing condition hydrology calculations and Appendix “D” for existing condition hydrology map. Proposed Condition Runoff from the project site at proposed condition will be limited to existing condition. Flows from Buildings #1 will maintain the drainage pattern at existing condition. Runoff from the easterly portion of the building (node 100-101) will drain into a proposed catch basin at the truck yard and conveyed south via a proposed storm drain Line A1. Flows from the southeasterly parking area (node 102 and node 103) will drain and connect to Line A1 downstream. The 100-year peak flow rate from these locations (node 102 and node 103) are approximately 1.0 cfs. and 0.3 cfs undetained. The remaining westerly portion of Building #1 (node 110-111) will drain south and traverses east and connects to Line A1. Here, runoff will be conveyed to an existing 30” R.C.P. public storm drain in Santa Ana Avenue and ultimately discharged to an existing 54” R.C.P. south of Citrus Avenue. The 100-year peak flow rate at this point (node 111) is approximately 20.2 cfs undetained. A proposed landscaped area south of the site adjacent to Santa Ana Avenue (node 120-121) will drain to an existing catch basin southwest of the site. The 100-year storm event at this location (node 121) is approximately 0.5 cfs undetained. The remaining westerly landscaped area (node 130-131) adjacent toCitrus Avenue will drain south and into an existing catch basin southwest of the site. The 100-year peak flow rate (node 131) is approximately 0.7 cfs. The total 100-year peak flow rate tributary to the project site (Building #1) at proposed condition is approximately 21.4 cfs (20.2 cfs + 0.5 cfs + 0.7 cfs) undetained. Runoff from Building #1 at proposed condition is higher than the existing condition 17.2 cfs). Therefore, temporary detention is required onsite to limit runoff volume discharge from the site . Detention Runoff discharge from Building #1 will be limited to existing condition. Runoff volume that exceeds the allowable condition will be stored temporarily at the truck yard. Discharge from Building #1 will be limited to or should be less than 17.2 cfs. The additional runoff volume will be temporarily detained above ground in the easterly truck yard. This will require approximately 0.066 acre-feet (2,875 cubic feet) of storage with a ponding depth of approximately 0.73’. The total 100-year peak flow rate from the project site tributary to the existing 30” R.C.P. in Santa Ana Avenue are approximately 17.2 cfs. (16.0 cfs. + 0.5 cfs + 0.7 cfs.) at detained condition which is comparable to the existing condition. Therefore, the project site improvements will not impose a negative impact on the existing offsite drainage facilities downstream. Onsite storm drain pipe lateral sizes and hydraulics will be determined during the project’s final design phase to reduce proposed condition discharge to existing condition discharge. See Appendix “C” for Detention Calculations. Water Quality Runoff from Buildings #1 will drain to proposed catch basins and conveyed to proposed underground chambers located at the truck yard via proposed onsite storm drain system. Here, initial runoff from the project site will drain to proposed CDS unit for water quality purposes and conveyed to underground chambers for infiltration. Runoff volume that exceeds water quality volume will be conveyed back to the main onsite storm drain line and ultimately discharged to an existing storm drain facilities downstream Methodology Hydrology calculations were computed using San Bernardino County rational method program (by AES software). WSPG was used for the hydraulic calculations. The soil type is “A” per San Bernardino County Hydrology Manual. See Appendix “A” for reference material from the San Bernardino County Hydrology Manual APPENDIX DESCRIPTION A REFERENCE MATERIALS B HYDROLOGY CALCULATIONS EXISTING CONDITION PROPOSED CONDITION C DETENTION ANALYSIS D HYDROLOGY MAP APPENDIX A REFERENCE MATERIALS Z7-07.7 FINAL ENGINEERING REPORT FOR THE CITRUS AVENUE STORM DRAIN Fontana Master Plan Line DZ-8) Prepared For: CITY OF FONTANA 8353 Sierra Avenue Fontana, California 92335 Prepared By: L.D. KING, INC.v. 2151 Convention Center Way, Suite 100 Sit. Ontario, California 91764 Telephone: (909) 937-0200 f C Z1082 Fax: (909) 937-0202 A1:7 43 ' Cr/t. ,;1li • orci e wfee, 7//,'„Dougl H. Mays, P.E.R.C.E. 2 062 c I Y 0 kjNAt Graciela Martinez Assistant Engineer lay, 2000 N? Voice (909) 350-6522 Fax (909) 350-6618 Li ornartinez@tontana.ora4wwwfontaria.om 11-)11 Ex-pally:1cm California 92335 r a .,3s Table Illb City of Fontana Citrus Avenue Storm Drain Preliminary Engineering Hydrologic Analysis Results Subarea Total Area 25 -Year Runoff 100 -Year Runoff ac)cfs)cfs) 11 5.3 13.3 16.8 2 6.5 14.1 17.9 3 13.1 22.9 29.7 4 23.8 40.6 52.7 5 1.2 2.0 2.6 6 23.6 40.1 52.7 7 23.7 27.8 39.6 8 1.4 1.7 2.4 9 23.7 26.9 38.6 10 23.5 26.0 37.4 11 1.4 1.6 2.2 12 24.7 26.6 38.4 13 24.7 25.9 37.6 14 1.5 1.6 2.3 15 24.6 25.2 36.6 16 24.6 24.6 35.9 17 1.5 1.5 2.2 18 12.9 12.4 18.2 Total: 261.7 307.9 436.3 1.) Combined Flow = 43.6 cfs Citrus Report Tables.xls Table Illb 6/15/00 Page 16 M 2 14+00 1 16+0 SEE SHEET N0. CONSTRUCTION NOTES 01 CONSTRUCT 66" R.C.P. (1350D) 22 CONSTRUCT 60" R.C.P. (1350D) 3 CONSTRUCT 54" R.C.P. (1350D) CONSTRUCT 48" R.C.P. (1350D) 4 ) 55 CONSTRUCT 42" R.C.P. (1350D) 6 NOT USED CONSTRUCT 30" R.C.P. (2000D) 77 88 CONSTRUCT 24" R.C.P. (2000D) 9 CONSTRUCT MANHOLE PER AMERICAN PUBLIC WORKS ASSOCIATION STANDARD PLAN 320-1 EXCEPT MANHOLE COVER PER SAN BERNARDINO COUNTY TRANSPORTATION DEPARTMENT STANDARD PLAN 205 10 CONSTRUCT JUNCTION STRUCTURE PER AMERICAN PUBLIC WORKS ASSOCIATION STANDARD PLAN 332-1, CASE 1 G CONSTRUCT CATCH BASIN PER SAN BERNARDINO COUNTY TRANSPORTATION DEPARTMENT STANDARD DWG. 206 AND 206A WITH LOCAL DEPRESSION PER SBCTD STD. DWG. 2038 12 CONSTRUCT TRANSITION STRUCTURE RCB TO PIPE PER A.P.W.A. STD. PLAN 342-1 AND 342-2 13 CONSTRUCT CONCRETE BULKHEAD PER DETAIL "C" ON SHEET NO. 9 14 REMOVE EXISTING INLET AND LATERAL 15 CONSTRUCT STORM DRAIN INLET PER DETAIL "B" SHEET 8 16 CONSTRUCT CAST—IN—PLACE REINFORCED CONCRETE SINGLE BOX CULVERT PER CALTRANS STD. PLAN D80 (SPAN=8', HEIGHT=3', T1=8.5", T2=7", T3=8", STEEL SPACING=6", It BAR=#7, "b" BAR=#7) 17 CONSTRUCT CONCRETE COLLAR FOR R.C.P. PER AMERICAN PUBLIC WORKS ASSOCIATION STD. PLAN 380-2 CITY BENCHMARK NO. 289 ELEVATION = 1031.22 RR SPIKE IN POLE NO. 61319 NE COR. OF SANTA ANA AVENUE AND CATAWBA AVENUE Underground Service Alert SECTION 4216/4217 OF THE GOVERNMENT CODE REQUIRES A DIG ALERT IDENTIFICATION o rte, NUMBER BE ISSUED BEFORE A PERMIT TO EXCAVATE WILL BE VALID FOR YOUR DIG ALERT I.D. NUMBER CALL 20+ 22+00 tilt i04[qk OK ALiK ca I 2 2 +90 26+00 8+00 ITRUS SEE SHEET N0. 4 30+00 32+ 00 SANTA ANA AVE. 0 36+00 113WOO 40+00 I I i SEE SHEET N0. 5 LEGEND klxx r o UTILITY INTERFERENCE FLAG (APPROXIMATE M 2 14+00 1 16+0 SEE SHEET N0. CONSTRUCTION NOTES 01 CONSTRUCT 66" R.C.P. (1350D) 22 CONSTRUCT 60" R.C.P. (1350D) 3 CONSTRUCT 54" R.C.P. (1350D) CONSTRUCT 48" R.C.P. (1350D) 4 ) 55 CONSTRUCT 42" R.C.P. (1350D) 6 NOT USED CONSTRUCT 30" R.C.P. (2000D) 77 88 CONSTRUCT 24" R.C.P. (2000D) 9 CONSTRUCT MANHOLE PER AMERICAN PUBLIC WORKS ASSOCIATION STANDARD PLAN 320-1 EXCEPT MANHOLE COVER PER SAN BERNARDINO COUNTY TRANSPORTATION DEPARTMENT STANDARD PLAN 205 10 CONSTRUCT JUNCTION STRUCTURE PER AMERICAN PUBLIC WORKS ASSOCIATION STANDARD PLAN 332-1, CASE 1 G CONSTRUCT CATCH BASIN PER SAN BERNARDINO COUNTY TRANSPORTATION DEPARTMENT STANDARD DWG. 206 AND 206A WITH LOCAL DEPRESSION PER SBCTD STD. DWG. 2038 12 CONSTRUCT TRANSITION STRUCTURE RCB TO PIPE PER A.P.W.A. STD. PLAN 342-1 AND 342-2 13 CONSTRUCT CONCRETE BULKHEAD PER DETAIL "C" ON SHEET NO. 9 14 REMOVE EXISTING INLET AND LATERAL 15 CONSTRUCT STORM DRAIN INLET PER DETAIL "B" SHEET 8 16 CONSTRUCT CAST—IN—PLACE REINFORCED CONCRETE SINGLE BOX CULVERT PER CALTRANS STD. PLAN D80 (SPAN=8', HEIGHT=3', T1=8.5", T2=7", T3=8", STEEL SPACING=6", It BAR=#7, "b" BAR=#7) 17 CONSTRUCT CONCRETE COLLAR FOR R.C.P. PER AMERICAN PUBLIC WORKS ASSOCIATION STD. PLAN 380-2 CITY BENCHMARK NO. 289 ELEVATION = 1031.22 RR SPIKE IN POLE NO. 61319 NE COR. OF SANTA ANA AVENUE AND CATAWBA AVENUE Underground Service Alert SECTION 4216/4217 OF THE GOVERNMENT CODE REQUIRES A DIG ALERT IDENTIFICATION o rte, NUMBER BE ISSUED BEFORE A PERMIT TO EXCAVATE WILL BE VALID FOR YOUR DIG ALERT I.D. NUMBER CALL 20+ 22+00 tilt i04[qk OK ALiK ca I 2 2 +90 26+00 8+00 ITRUS SEE SHEET N0. 4 30+00 32+ 00 SANTA ANA AVE. 0 36+00 113WOO 40+00 I I i SEE SHEET N0. 5 UNDERGROUND SERVICE ALERT TOLL FREE 1-800-227-2600 0 Revised Sheets 3, 4, 5, 7, s, 9 ULM` CITY OF FONTANA TWO WORKING DAYS BEFORE YOU DIG -REV. REVISION DESCRIPTION LDK JOB * 124-07 ESS/ p, L.D. KING, INC. FREF `Lr) c i n 2151 CONVENTION CENTER WAY iy SUITE 1008 012) Q 2 ONTARIO, CA 91764 No. 16434 (909) 937-0200 Exp. 6/30/01 x/02 s q Civ. ris-oma 12/00 LDKing CARL J. FRENW, R.C.E. No. 16434 DATE DATE ENGR. CITY DATE EXPIRES 6-3 0-01 ALISO J COUNTY OF S I BERNAR 0 46+00 +00 50+00 52+00 SEE SHEET N0. 6 SHEET INDEX SHT # TITLE 1 LEGEND SHEET LEGEND CONT, CENTERLINE TV UTILITY INTERFERENCE FLAG (APPROXIMATE 3 STA. 10+08± TO 20+00.00 LOCATION OF INTERFERENCE WITH TYPE OF EDGE OF EXISTING ASPHALT CONCRETE PAVEMENT UTILITY INDICATED BY: STA. 30+00.00 TO 40+00.00 T—TELEPHONE EXIST. C & G EXISTING CURB AND GUTTER TO 50+00.00 E—ELECTRIC STA. 50+00.00 TO 60+00.00 W—WATER R/W EXISTING RIGHT—OF—WAY TO 65+60.00 G—GAS PROFILES AND DETAILS SD—STORM DRAIN LF LINEAR FEET S—SEWER TV—CABLE TELEVISION U—UNKNOWN UTILITY PROPOSED SEWER IRR—IRRIGATION PROPOSED STORM DRAIN O# CURVE DATA Ell PROPOSED STORM DRAIN MANHOLE 1 RECORD SURVEY MONUMENT INV. STORM DRAIN INVERT ELEVATION EX. A.C. CURB EXISTING ASPHALT CONCRETE CURB SURVEY CONTROL TARGET F7777771 EXISTING DRIVEWAY ELE POTHOLED UTILITY UNDERGROUND SERVICE ALERT TOLL FREE 1-800-227-2600 0 Revised Sheets 3, 4, 5, 7, s, 9 ULM` CITY OF FONTANA TWO WORKING DAYS BEFORE YOU DIG -REV. REVISION DESCRIPTION LDK JOB * 124-07 ESS/ p, L.D. KING, INC. FREF `Lr) c i n 2151 CONVENTION CENTER WAY iy SUITE 1008 012) Q 2 ONTARIO, CA 91764 No. 16434 (909) 937-0200 Exp. 6/30/01 x/02 s q Civ. ris-oma 12/00 LDKing CARL J. FRENW, R.C.E. No. 16434 DATE DATE ENGR. CITY DATE EXPIRES 6-3 0-01 ALISO J COUNTY OF S I BERNAR 0 46+00 +00 50+00 52+00 SEE SHEET N0. 6 SHEET INDEX SHT # TITLE 1 TITLE SHEET 2 CONSTRUCTION NOTES 3 STA. 10+08± TO 20+00.00 4 STA. 20+00.00 TO 30+00.00 5 STA. 30+00.00 TO 40+00.00 6 STA. 40+00.00 TO 50+00.00 7 STA. 50+00.00 TO 60+00.00 8 STA. 60+00.00 TO 65+60.00 9 PROFILES AND DETAILS a a a M LOS ANGELES 1. 5 MILES M INTERSTATE 15 TITLE SHEET STORM DRAIN IMPROVEMENTS CITRUS AVENUE FROM JURUPA AVE. TO SLOVER AVE. DR. L0 56+00 SEE SHEET N0. 7 E*Mmmm MM— Index Maa SCALE = 1" = 200' J BERNARDINO FRWY W 2 W U 6 so oC SLOVER SANTA JURUPA a Vicinity Mag) SCALE =N.T.S. NOTICE TO CONTRACTORS Construction contractor agrees that in Calfornia Council accordance with generally accepted oFGvil Er n¢¢rrconstructionpractices, construction &landSurv¢yorrcontractorwillberequiredtoassumesole and complete responsibility for job site conditions during the course of construction of the project, including safety of all persons and property; that this requirement shall be made to apply continuously and not be limited to normal working hours, and construction contractor further agrees to defend, indemnify and hold design professional harmless from any and all liability, real or alleged, in connection with the performance of work on this project, excepting liability arising from the sole negligence of design professional. All contractor and subcontractors performing work shown on or related to these plans shall conduct their operations so that employees are provided a safe place to work and the public is protected. All contractors and subcontractors shall comply with the "Occupational Safety and Health Regulations" of the U.S. Department of Labor and with the State of California Department of Industrial Relations Construction Safety Orders". The Civil Engineer shall not be responsible in any way for the contractor or subcontractors compliance with said regulations and orders. PRIVATE ENGINEER'S NOTICES TO CONTRACTORS The existence and approximate location of any underground utilities or structures shown on these plans are obtained by a search of available records. To the best of our knowledge, there are no existing utilities or structures except as shown on these plans. The engineer assumes no liability as to the exact location of said lines nor for utilities or irrigation lines whose locations are not shown. The contractor shall be responsible for notifying all utility and irrigation companies prior to work on excavation to determine exact location of all lines affecting this work, whether or not shown heron, and for any damage or protection of these lines. The contractor shall call in a location request to Underground Service Alert (U.S.A.) Phone 1-800-227-2600 two (2) working days prior to digging. No construction permit issued by Public Works Department shall be valid involving underground facilities unless the applicant has an inquiry identification number issued by U.S.A. SLOVER AVEN r-, 1 . I I I 6.',r'+ 0 0 +o SEE SHEET N0. 8 0 THESE RECORD DRAWINGS HAVE BEEN PREPARED, IN PART ON THE BASIS OF INFORMATION COMPILED AND FURNISHED BY OTHERS. THE ENGINEER WILL NOT BE RESPONSIBLE FOR ANY ERRORS OR OMISSIONS WHICH HAVE BEEN INCORPORATED INTO THESE DOCUMENTS AS A RESULT THEREOF. PROJECT LOCATION ANA a a AVE a Tn SAN BERNARDINO 9 MILES M INTERSTATE 215 AVE W 0 Z W o AVE 0 N sHouLo coNsrRucnoN of THE I CITY OF FONTANA, CALIFORNIA _ REQUIRED IMPROVEMENTS NOT CITRUS AVENUE fl - COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON DRAWN BY: CITRUS AVENUE STORM D SCALE: NANDCARRIEDFORTHINADILIGENTCCPRAINASSHOWN MANNER, THE CITY ENGINEER MAY DESIGNED BY TITLE SHEET DATE: REQUIRE REVISIONS TO THE PLANS TO MPT BRING THEM INTO CONFORMANCE WITH CHECKED BY CONDITIONS AND STANDARDS IN EFFECT. DHM JUNE 2000 NY BY: GATE: DRAWING NO.: 1 j aJ 2832 9 0NGCITYENGINEERR.C.E. No. 51152 2- 1%d A STA 10+00.00 TGT. NO. 14 FD1"1PWTAG LS3213, FLUSH ELEV.= 1012.18 BOMB ZONE owlamm 2-mung M 01 • ` ix -m l llis pillrnUi> 1 - N T <rn I I I F-1 I I I 1 1 1 —1 1 1 1 1 T J___T I I I I I m4w Not MEN IIIIIIIIIINEENNE wool NZAN-1. MENNowlimmolNONEI MEMI1_901M_ ____ - - I P MENEMIMIN 4=3P6. 1 .F.$=011.00198 30 31 32 33 i 0237-191-46 2ozs7s1 0a I I , N AA Trel AL PRORLE SHEET HO, _QEx. w Re PP R/W 0FIC— — 0 RR w R rirzRi F s w) X31+0 32+00 10 ziic P8 13 R/WUN R/W — Q° EX. AC CUF 1 oFUTURE CATCH BASIN 23 o J CITF 9 n 0 DELTA/BEARING RADIUS LENGTH TANGENT 1 N 00'15' 57" E -- 736.30' – 2 N 00'16'01 " E – 263.70' – Ln L v II THESE RECORD DRAWINGS HAVE BEEN PREPARED, N 4 5'1 1 TETT- 9 a O 11 AND FURNISHED BY OTHERS. THE ENGINEER WILL NOT BE RESPONSIBLE FOR ANY ERRORS OR 5 N 4515'57" E – 16.42' – 6 45'00'00" 22.50' 17.67' 9.32' 71-44' S' N 45*1 s-s:7—E- 10 N 45'15' 57" u 37.88' – 11 N 44'43' 59" W – 23.35' – 12 N 54'04'07" E – 46.10' – 13 N 89054'14" W – 36.41' – 14 CONSTRUCT 30" R.C.P. (2000D) 45`15157" 22.50' 17.57' 9.261 15 N 45'15'57" E – 23.03' – CONSTRUCT MANHOLE PER AMERICAN PUBLIC WORKS M.•. rte-- MENEM 0 0— miiiIlwmim U COVER PER SAN BERNARDINO COUNTY TRANSPORTATION K. CONC. C & G DEPARTMENT STANDARD PLAN 205 0 10 CONSTRUCT JUNCTION STRUCTURE PER AMERICAN PUBLIC 55-011-30 WORKS ASSOCIATION STANDARD PLAN 332-1, CASE 1 MEMMMEMMMEME 11 CONSTRUCT CATCH BASIN PER SAN BERNARDINO COUNTY TRANSPORTATION DEPARTMENT STANDARD DWG. 206 AND 206A WITH LOCAL DEPRESSION PER SBCTD STD. DWG. 2038 12 CONSTRUCT TRANSITION STRUCTURE R.C.B. TO PIPE PER A.P. W.A. STD. PLAN 342-1 AND 342-2 1mm mmmmmm 15 CONSTRUCT STORM DRAIN INLET PER DETAIL "B" SHEET 8 Q17 CONSTRUCT CONCRETE COLLAR FOR R.C.P. PER AMERICAN PUBLIC WORKS ASSOCIATION STD. PL 380-2 Q13 A CONSTRUCT CONCRETE BULKHEAD PER DETAIL "C" ON SHT. N0. 9 4=3P6. 1 .F.$=011.00198 30 31 32 33 i 0237-191-46 2ozs7s1 0a I I , N AA Trel AL PRORLE SHEET HO, _QEx. w Re PP R/W 0FIC— — 0 RR w R rirzRi F s w) X31+0 32+00 10 ziic P8 13 R/WUN R/W — Q° EX. AC CUF 1 oFUTURE CATCH BASIN 23 o J CITF 9 n 0 DELTA/BEARING RADIUS LENGTH TANGENT 1 N 00'15' 57" E -- 736.30' – 2 N 00'16'01 " E – 263.70' – Ln L v II THESE RECORD DRAWINGS HAVE BEEN PREPARED, N 4 5'1 1 TETT- 9 a O 11 AND FURNISHED BY OTHERS. THE ENGINEER WILL NOT BE RESPONSIBLE FOR ANY ERRORS OR 5 N 4515'57" E – 16.42' – 6 45'00'00" 22.50' 17.67' 9.32' 71-44' S' N 45*1 s-s:7—E- 10 N 45'15' 57" E – 37.88' – 11 N 44'43' 59" W – 23.35' – 12 N 54'04'07" E – 46.10' – 13 N 89054'14" W – 36.41' – 14 CONSTRUCT 30" R.C.P. (2000D) 45`15157" 22.50' 17.57' 9.261 15 N 45'15'57" E – 23.03' – Underground Service Alert SECTION 4216/4217 OF THE GOVERNMENT FORE Y CODE REQUIRES A DIG ALERT IDENTIFICATION NUMBER BE ISSUED BEFORE A PERMIT TO EXCAVATE WILL BE VALID lit FOR YOUR DIG ALERT I.D. NUMBER CALL UNDERGROUND SERVICE ALERT 2 Izee"012v VP., vVl 6r TOLL FREE 1-800-227-2600 Revised CB & Lateral Locations/Profiles TWO WORKING DAYS BEFORE YOU DIG REV. REVISION DESCRIPTION LILN 1: CITY OF FONTANA w 1i R.;C. PI. (I 350D 34 I SEWER 4 L.jF. I S6=0 0086 I I I I 1 54' Rll,C.3501)) EROFILE SCALE H RZ: 1 " = 40' ERT: 1" = 4` 35 36 STA 37+44. TGT. NO 350 A T 1 A FD. 1" IP, NO TAG, FLUSH ELEV.=1039.68 441Gs114' 0 i 02 7-1911-45 0237-191-44 r PG4 0cl r ' 11" tEX. AC CURB EX. AC CURB R/W _ _ s P G llqz! 1 IRR) Gv 1 GV a 3 so MPH FH 8„W)1 8„ KUN. EX. R/W R/W L=4261.371 L.F. TOC L,J L 0.01321 5 _C_ 13 0D i -T 39 STA 54+14.78 40 TGT. N 0. 8 FD. 1 IS JP, CSM, FLUSH ELEV.= 068.29 w r _ _.._ __ ... _ _ .. ___ _ _. :- _ - _..moi _ _. t ws:a _ 'irs, + \\\\'— WL vism Mi 1255-071-01 00` AVENUEu')z DISTANCE 14 4660.67 20592.06 N00'15'57"E w 3 7405.17 20604.80 K) 0 1670.2889075.43 20612.60 O Q Ln L v II THESE RECORD DRAWINGS HAVE BEEN PREPARED, nm 17 9 a 611 R W PROP. R/W 46 46' 44 30' PROP. STORM DRAIN 51 I 5' I p8" W 04" G_ __ j — i 1MIN PROPOSED SEWER TYPICAL CROSS SECTION AT STA 33+00 SCALE: 1' = 10' 5102 Islo 12/00 Ming 1 of DATE ENGR. CITY DATE d'IrESS! FRF q, n UQ' 92 No. 16434 Exp. 6/30/01 CiV\ q FOF CP- L.D. KING, INC. Lr) c in 2151 CONVENTION CENTER WAY SUITE 100B ONTARIO, CA 91764 909) 937-0200 1. -Lo .00 CARL J. FREEMAN, R.C.E. No. 16434 DATE EXPIRES 6-30-01 1 BENCHMARK N0. 289 ELEVATION = 1031.22 RR SPIKE IN POLE N0. 61319 NE COR. OF SANTA ANA AVENUE AND CATAWBA AVENUE SURVEY CONTROL DATA TGT NO. NORTHING EASTING BEARING DISTANCE 14 4660.67 20592.06 N00'15'57"E 2744.51 3 7405.17 20604.80 N00'16'03"E 1670.2889075.43 20612.60 O semi:It AS SHORN Ln L v II THESE RECORD DRAWINGS HAVE BEEN PREPARED, o Q j 0 17 11 n+eo a O 11 AND FURNISHED BY OTHERS. THE ENGINEER WILL NOT BE RESPONSIBLE FOR ANY ERRORS OR O OMISSIONS WHICH HAVE BEEN INCORPORATED INTO O f MEN CONSTRUCTION NOTES i H Q CONSTRUCT 60" R.C.P. (1350D) PE HEREON M it CONSTRUCT 54" R.C.P. (1350D) V) O3 7O CONSTRUCT 30" R.C.P. (2000D) i1 FP Z O8 CONSTRUCT 24" R.C.P. (2000D) CONSTRUCT MANHOLE PER AMERICAN PUBLIC WORKS ASSOCIATION STANDARD PLAN 320-1 EXCEPT MANHOLE U COVER PER SAN BERNARDINO COUNTY TRANSPORTATION K. CONC. C & G DEPARTMENT STANDARD PLAN 205 SIGN AS RE UIRE 10 CONSTRUCT JUNCTION STRUCTURE PER AMERICAN PUBLIC 55-011-30 WORKS ASSOCIATION STANDARD PLAN 332-1, CASE 1 11 CONSTRUCT CATCH BASIN PER SAN BERNARDINO COUNTY TRANSPORTATION DEPARTMENT STANDARD DWG. 206 AND 206A WITH LOCAL DEPRESSION PER SBCTD STD. DWG. 2038 12 CONSTRUCT TRANSITION STRUCTURE R.C.B. TO PIPE PER A.P. W.A. STD. PLAN 342-1 AND 342-2 15 CONSTRUCT STORM DRAIN INLET PER DETAIL "B" SHEET 8 Q17 CONSTRUCT CONCRETE COLLAR FOR R.C.P. PER AMERICAN PUBLIC WORKS ASSOCIATION STD. PL 380-2 1 BENCHMARK N0. 289 ELEVATION = 1031.22 RR SPIKE IN POLE N0. 61319 NE COR. OF SANTA ANA AVENUE AND CATAWBA AVENUE SURVEY CONTROL DATA TGT NO. NORTHING EASTING BEARING DISTANCE 14 4660.67 20592.06 N00'15'57"E 2744.51 3 7405.17 20604.80 N00'16'03"E 1670.2889075.43 20612.60 PLAN /PROFILE FOR STORM DRAIN IMPROVEMENTS CITRUS AVENUE FROM JURUPA AVE. TO SLOVER AVE. THESE DOCUMENTS AS A RESULT THEREOF. SCALE: 1 " = 40' In m c SHOULD CONSTRUCTION OF THE o o ltoIf o MSU? RECORD DRAWNGS CITRUS AVENUE Q ~ Q oU O semi:It AS SHORN Ln L v II THESE RECORD DRAWINGS HAVE BEEN PREPARED, o Q j 0 17 11 n+eo a O 11 AND FURNISHED BY OTHERS. THE ENGINEER WILL NOT BE RESPONSIBLE FOR ANY ERRORS OR O OMISSIONS WHICH HAVE BEEN INCORPORATED INTO O f CONSTRUCTION NOTES H Q CONSTRUCT 60" R.C.P. (1350D) PE HEREON M CONSTRUCT 54" R.C.P. (1350D) V) O3 7O CONSTRUCT 30" R.C.P. (2000D) FP Z O8 CONSTRUCT 24" R.C.P. (2000D) CONSTRUCT MANHOLE PER AMERICAN PUBLIC WORKS ASSOCIATION STANDARD PLAN 320-1 EXCEPT MANHOLE U COVER PER SAN BERNARDINO COUNTY TRANSPORTATION K. CONC. C & G DEPARTMENT STANDARD PLAN 205 SIGN AS RE UIRE 10 CONSTRUCT JUNCTION STRUCTURE PER AMERICAN PUBLIC 55-011-30 WORKS ASSOCIATION STANDARD PLAN 332-1, CASE 1 11 CONSTRUCT CATCH BASIN PER SAN BERNARDINO COUNTY TRANSPORTATION DEPARTMENT STANDARD DWG. 206 AND 206A WITH LOCAL DEPRESSION PER SBCTD STD. DWG. 2038 12 CONSTRUCT TRANSITION STRUCTURE R.C.B. TO PIPE PER A.P. W.A. STD. PLAN 342-1 AND 342-2 15 CONSTRUCT STORM DRAIN INLET PER DETAIL "B" SHEET 8 Q17 CONSTRUCT CONCRETE COLLAR FOR R.C.P. PER AMERICAN PUBLIC WORKS ASSOCIATION STD. PL 380-2 Q13 CONSTRUCT CONCRETE BULKHEAD PER DETAIL "C" ON SHT. N0. 9 PLAN /PROFILE FOR STORM DRAIN IMPROVEMENTS CITRUS AVENUE FROM JURUPA AVE. TO SLOVER AVE. THESE DOCUMENTS AS A RESULT THEREOF. SCALE: 1 " = 40' In m c SHOULD CONSTRUCTION OF THE o o ltoIf o MSU? RECORD DRAWNGS CITRUS AVENUE Q ~ Q oU CITRUS AVENUE STORM DRAIN STA. 30+00.00 To 40+00.00 semi:It AS SHORN Ln L v II THESE RECORD DRAWINGS HAVE BEEN PREPARED, o Q j 0 17 U) II .... cl IN PART ON THE BASIS OF INFORMATION COMPILED a 5 9 11 AND FURNISHED BY OTHERS. THE ENGINEER WILL NOT BE RESPONSIBLE FOR ANY ERRORS OR OMISSIONS WHICH HAVE BEEN INCORPORATED INTO PLAN /PROFILE FOR STORM DRAIN IMPROVEMENTS CITRUS AVENUE FROM JURUPA AVE. TO SLOVER AVE. THESE DOCUMENTS AS A RESULT THEREOF. SCALE: 1 " = 40' In SHOULD CONSTRUCTION OF THE CITY OF FONTANA, CALIFORNIA REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE fl - 0CITRUSAVENUE DRAWN BY: DESIGNED BY: CCP CITRUS AVENUE STORM DRAIN STA. 30+00.00 To 40+00.00 semi:It AS SHORN DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENTccp MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT.pT o Q j 0 DATE: JUNE 2000 CHECKED BY: RO Y DATE: ACTING C ENGINEER R.C.E. No. 511.152 DRAWNG NO.: 2$32 5 9 CITYOFFONTANA SANTA ANA A VENUE, STREET & S TORM DRA IN IMPR0 VEMEN T PLAN Cl TRUS A VE- NUE TO C YPRESS A VENUE STORMDIMIN SHEET6 ----A e. lj y j ..'j `y.'`<y {( Jj Q,y q-y[,.{!S] [ yp' j t((,i f,,T fir -J 'g`' ® m m ®m' M0 a ® G ® ® Y -ti ® B LLl Gf' ® m O M M M I-ti M [a m o m mom m ® ® L'id- O M M EIM 0 © 0- Eau ® ® ^®` ® ® ® ® o m 0 ® ® m 0 ® M O ® M O M ® ® i .YY • ® I II 0 4 0255-0112 fN 0255-011-30 0255-01129 0255-01119 ' 0255-01118 0255-01115 025MfI-M 0255-011-13 EYL5 71 J -- -- -- -- ------ I - 708 AMA 710 J 696 697 699 inn nT W N pl b b En 0255-071-04^ 0255- 071351 ' 0255-071-52' 0255-071 0255-07108 0255-071-39 I 0255-071-01 0255-071-02 0255-071-0 , , I I J SHEET3 SHEET4 POTHOLE VERIFICAT/ON THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR STRUCTURES SHOWN ON THESE PLANS WAS OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ADDITIONAL UNDERGROUND FACILITIES MAY EXIST, OR THE LOCATION OF FACILITIES MAY DIFFER FROM THE LOCATIONS SHOWN ON THE PLANS. THE CONTRACTOR SHALL AT HIS OWN EXPENSE DETERMINE THE EXACT LOCATION OF ALL SUCH UNDERGROUND UTILITIES PRIOR TO DOING ANY WORK OR TAKING ANY ACTION THAT MAY DAMAGE SUCH FACILITIES OR INTERFERE WITH THEIR CONTINUOUS OPERATIONS UPON LEARNING OF THE EXISTENCE AND LOCATION OF ANY UNDERGROUND FACILITIES NOT SHOWN ACCURA7FL Y ON. THESE PLANS OR NOT PROPERL Y MARKED BY THE UTILITY OWNER. THE CONT24CTOR SHALL IMMEDIATELY NOTIFY THE UTILITY OWNER AND THE ENGINEER BY TELEPHONE AND IN WRITINGU, NOT/CE TO CONTRACTOR THE EX/S7FNCE AND LOCA77ON OF ANY UNDERGROUND U77LITY PIPES OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY SEARCH OF ALL AVAILABLE RECORDS. THESE LOCATIONS ARE APPROXIMATE AND SHALL BE CONFIRMED BY A CONTRACTOR, SO THAT ANY NECESSARY ADJUSTMENT CAN BE MADE IN ALIGNMENT AND/OR GRADE OF THE PROPOSED IMPROVEMENT. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT ANY UTTL/TY LINES SHOWN OR NOT SHOWN ON THESE PLANS. CONSTRUCTION CONTRACTOR AGREES THHAT IN ACCORDANCE WITH GENERALL Y ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFELY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL BE MADE TO APPLY CON77N000SLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR Fl/RTHER AGREES TO DEFEND, INDEMNIFY AND HOLO C17Y OF FONTANA HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTION LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. ALL CONTRACTORS AND SUB CONTRACTORS SHALL COMPLY WITH THE "OCCUPATIONAL SAFETY AND HEALTH REGULATIONS" OF THE US DEPARTMENT OF LABOR AND WITH THE STA7F OF CALIFORNIA DEPARTMENT OF INDUSTRIAL RELATIONS "CONSIRUCTTON SAFETY ORDERS". THE CITY OF FONTANA SHALL NOT BE RESPONSIBLE IN ANY WAY FOR THE CONTRACTOR OR SUBCONTRACTORS COMPLIANCE WITH SAID REGULATIONS AND ORDERS. UNAUTHORIZED CHANGES & USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE OR LIABLE FOR UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY 7HE ENGINEER PREPARING THESE PLANS. BASIS OF BEARING CENTERLINE OF SLOVER AVENUE BE7WEEN SAN BERNARDINO CO. SURV. GPS CON7M MONUMENT NOS 21158 & 21219, BEING THE IN7ERSEC770N OF CITRUS AVENUE & CYPRESS AVENUE RESPEC77-ULL Y, BEING: N89'30'14 "E. BENCHMARK NO. 291 PERPETUA TED: TRANSFERRED ELEVATION FROM CITY OF FONTANA BM 291, A RR SPIKE IN PP NO. 586962H, LOCATED AT THE NE CORNER OF OLEANDER AVE & SANTA ANA AVE, ELEV. 1047.36, TO THE TOP A "PK" NAIL & BRASS WASHER, STAMPED "CITY OF FONTANA BM", SET ON THE TOP OF CURB 1 ' NORTH OF THE NORTHERLY END OF THE NE CURB RETURN AT OLEANDER AVE & SANTA ANA AVE ELEVA770N.• 1044.75 DIC.LE TOLL FREE —800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT SANTA ANA AVENUE INDEX MAP SCALE: 1 .100, CONSTRUCTIONNOTES QUANT/T/ES Q1 CONSTRUCT 6-1/2" MIN. A.C. PAVEMENT OVER 12" MIN. OF 95.E COMPACTED NATIVE 4, 031 TONS 20 CONSTRUCT COMMERCIAL CONCRETE DRIVEWAY PER CITY OF FONTANA STD. N0. 1002 (WIDTH PER PLAN) 2 EA 03 SAW CUT AND REMOVE EXISTING A. C. PAVEMENT 71,224 SF CONSTRUCT 8" AC DIKE PER CITY OF FONTANA STD. DETAIL N0. 1007 200 LF 50 CONSTRUCT 8" CURB AND GUTTER PER CITY OF FONTANA STD. N0. 1000 1, 439 LF CONSTRUCT 4" PCC SIDEWALK PER CITY OF FONTANA STD. N0. 1006 (W-6) 11,705 SF Q7 CONSTRUCT RESIDENTIAL CONCRETE DRIVEWAY PER CITY OF FONTANA STD. N0. 1002 (WIDTH PER PLAN) 8 EA INSTALL STREET LIGHT 16,000 LUMEN PER C17Y OF FONTANA STD N0. 404 (BY OTHERS) 6 EA 90 RELOCATE EXIS17NG POWER POLES (BY OTHERS) 9 EA 10 ADVUST EXIS7ING WATER METER TO GRADE (BY OTHERS) 6 EA 1© ADJUST WATER VAL VE TO GRADE PER CITY OF FONTANA S7T9 DETAIL N0. 6000 8 EA Q2 SIGN TO BE REMOVED, REFER TO SIGNING AND STRIPING PLAN FOR DETAILS 4 EA REMOVE & CONSTRUCT NW CHAIN LINK FENCE AND GATES ® NEW RIGHT OF WAY LINE 893 LF RELOCATE EXISTING MAILBOX 4 EA REMOVE EXIS17NG TREES AND BUSHES WITHIN PROPOSED PUBLIC RIGHT OF WAY 35 EA PROTECT IN PLACE EA INSTALL 3" THICK MULCH IN PARKWAY 11, 083 SF CONSTRUCT CATCH BASIN PER CITY OF FONTANA STD. N0. 3004 (W & V PER PLAN) 1 EA 19 CONSTRUCT LOCAL DEPRESSION PER CITY OF FONTANA SID. NO. 3003 CASE C 1 EA REMOVE EXISTTNG 18" CMP PIPE AND HEADWALLS 1 LS CONSTRUCT MANHOLE PER CITY OF FONTANA STD NO. 3011 1 EA CONSTRUCT MANHOLE PER CITY OF FONTANA STD NO. 3013 2 EA CONSTRUCT 30 R.C.P. PIPE "D" LOAD PER PLAN 759 LF 8 CONSTRUCT 24 " R. C. P. PIPE "D" LOAD PER PLAN 29 LF CONSTRUCT 18 R. C. P. PIPE "0" LOAD PER PLAN 36 LF REMOVE EXIST 30" R.C.P. PIPE 18 LF CONSTRUCT PIPE CLOSURE PER DETAIL ON SHEET NO. 2 1 EA INSTALL STREET LIGHT CONDUITS PER EDISON PLAN 1 LS g CONSTRUCT 15 x21 " CMP ARCH PIPE 13 LF CONSTRUCT PIPE HEADWALL PER CAL TRANS STANDARD D89A, SEE SHT 2. 1 EA CONSTRUCT CONCRETE COLLAR PER CITY OF FONTANA STD N0. 3022 1 EA GRADE AND CONSTRUCT 4" THICK PCC OVER COMPACTED NA17VE BEHIND WALK OR DRIVEWAY (LIMITS PER PLAN) 2 EA GRADE ANO CONSTRUCT 4" THICK AC OVER COMPACTED NATIVE BEHIND WALK OR DRIVEWAY (LIMITS PER PLAN) 6 EA MODIFY LANDSCAPE & IRRIGATION LINES AS NEEDED 1 LS ADJUST EXISTING FENCE AND GALE PER FINAL GRADE ELEVATION 283 LF CONSTRUCT 6" A. C. CURB PER CITY OF FONTANA SID. NO. 1006 369 LF REMOVE AND CONSTRUCT GUTTER AS SHOWN ON SHEET 5 40 LF CONSTRUCT 3" A. C. SIDEWALK PER C17Y OF FONTANA STD DETAIL N0. 1007 (W-49 1, 484 SF CONS7UCT CONCRETE WALL PER VALL DETAIL " ON SHEET 3 410 LF REV. REVISION DESCRIPTION DATE ENGR. CITY DATE I I 025542118 02502117 1 1_ _ 11 Z Q 711 716 _ 1 717 0255-081-53 SHEET 5 SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH STANDARDS IN EFFECT. UT/L /TYNOT/F/CAT/ONL /ST AT&T DISTRIBUTION 1265 N VAN BUREN ST 1180 ANAHEIM, CA 92807 714) 666-5401 FONTANA WATER COMPANY 11142 GARVEY AVE EL MON7F, CA 91733 626) 448-6183 LEVEL 3 COMMUNICATIONS 1025 ELDORADO BLVD BLDG 33A-522 BROOMF/ELD, CO 80021 720) 888-6482 TIME WARNER CABLE 1500 AUTO CENTER DR ONTARIO, CA 91761 909)975-3343 LEGEND KINDER MORGAN ENERGY PARTNERS 1100 TOWN & COUNTRY RD ORANGE, CA 92868 714) 560-4409 SC GAS 1981 W LUGONA AVE REDLANDS, CA 92374 909) 335-7755 UTIVOUEST FOR SCE DIST EDISON DISTRIBUTION 7.951 REDWOOD AVE FONTANA, CA 92336 909) 357-6221 SEWER CITY OF FONTANA 8353 SIERRA AVENUE FONTANA, CA 92335 909) 350-6632 CONSTRUCT NEW AC PAVEMENT ra. • • PROP SIDEWALK EXIST SIOENVALK GAS—EXIS77NG GAS UNE W EXISTING WA7FR LINE S EXISTING SEWER LINE s0 EXISTING SO UNE PROPOSED WALL FLOW DIREC77ON FS FINISH SURFACE TC TOP OF CURB EG EXIS77NG GROUND EP EDGE OF PAVEMENT ES EXIS77NG SURFACE O Q OFESSI0 9 v 20 Z m No. 40964 j. CIVIC F OF CAUF Prepared Under The Supervision Of : I-10FREEWAY SLOI/ER VE SANTA ANA AVE p z v v o v JURUPAAVE VKNNffY uw NTS SHEETINDEX 1 TITLE SHEET — INDEX MAP, VICINITY MAP, GENERAL NOTES, CONSTRUCTION NOTES, & OVAN7777ES 2 GENERAL NOTES TYPICAL SECTIONS & DETAILS 3 SANTA ANA AVE STA 694*86.97 — STA 701 *50.00 4 SANTA ANA AVE STA 701 *50.00 — STA 709+00.00 5 SANTA ANA AVE STA 709*00.00 — STA 716+92.19 6 STORM DRAIN LINE A ICITY OF FONTANA, CALIFORNIA ISTREETIMPROVEMENTPLAN DRAWN BY: VA DESIGNED BY: VA/SN DateECKED BY: CH FEUPE U. MOUNOS R.C.E. 40964 SN SANTA ANA AVENUE TITLE SHEET INDEX MAP, VIQ, LAITY MAP, APPROVED ,BY: 01 04`x., f1DAT C.E. 51152 SCALE: AS SHOWN DATE: 12/06/10 DRAWING NO.: ' 4859 6 SI\DESIGN SECTI N\CIP IMPROVEMENTS\SANTA ANA - CITRUS TO CYPRESS\SHEET l,dwg Mar 14, 11 - 530pm e i i i I i i I i i i i I i I I I I I i a 64 I 1 1 f I I l l l l I BEARING RADIUS LENGTH TANGENT AO N 89'30'50 E c 8.64' I I I I I I a I I 1 I I I f I I I I I I I a I t l i III I J I 1 I I I t E e I I I I I I II 1 I I 1I1tY I F I 1 I I I t I I I I I t e I 1 1 I I I I 1 1 1 1 I I I I A I 1 I I I 1 I Y 64 I 1 1 f I I l l l l 1 I I I I I I I 1 e o 1 I I I I IA(STALL 373.!07 LF I I BEARING RADIUS LENGTH TANGENT AO N 89'30'50 E c 8.64' I I I I I I a I I 1 I I I f I I I I I I I a I t l i III I J I 1 I I I t E e I I I I I I II I I 1 I I I 1I1tY I II F 1 1 I I 1 I 1 I e I 1 1 I I I I I I I 1 e o 1 I I I I IA(STALL 373.!07 LF I t i I i { I I 1 I ! ! I I I cr l 11i i 1SY 1 e1 1 I I I I I 1A I I I I I I II ! 0 BEARING RADIUS LENGTH TANGENT AO N 89'30'50 E 8.64' N 44031'07" E 9.32' N 89'30'50" E I I DO N 89'30'14" 374.13 I N 44'30'14" E i FO N 45'29'46" W 38.18' REV. N 002946" W 13.00' REVISION DESCRIPTION DATE ENGR. CITY DATE I I 1 I 1 i e 1 t t I I I t i I i { I I 1 I ! ! I I I cr l 11i i 1SY 1 e1 1 I I I I I 1A I I I I I I II ! 11 1 1 1 I I 1 I . . . I 1 I I I F I I I 1 1 • 1 1 . , I I I I i . i iI— 1 1 1 I 1 I I 1 F t t I a 1 1 I I I I I I I 1 1 I 1 1 I 1 I 1 I I I— - I I I { I I I I I i I I I I I I I { ! ! I I I o ! I I ! 30" CP I (D I I I 1 1 I 1 I I t 1 I I I 1 I I 1 I I I I I ! 1 I I ' I I I I 1 I I I I I I I I 1 I I I L /II I a ! a Y 1 I f I I 1 1 I 1 1 1 I ! I I I I t I Y I I I I I I 10 12 13 14 15 16 17 18 2 1 °O RIGHT OF ENTRY AND PROPERTY OWNER ACCEPTANCE TO MAINTAIN PROPOSED STORM DRAIN c o ARE REQUIRED BEFORE START OF CONSTRUCTION. 8 LINE A – SD STA 10+00 oPERDWGj2832SHEET5 . o W W o PESANTAANAAVENUE , v NLw W W WWSTSTA694.81.28 J I I \ o L v Lw I 0. 0 0255-011-30 I 0255-01129 I 0255-011-19 0255-011-18 0255,-0 - 5 o a qtr..II F-* Qj- Q G' 14 4j Lj IJ z'4 EX/ST RIW R/W 5 1 I tL1 I a. 1 1aI' f1lI ' ISTIN . .. aG1 ¢ i• r GWATER __ ____ 4 EXfS1' a30 RCPLINEI\ I\ I II w w - SEE IJWG-''1832- - _ _ _ _ _ _ _ _ _ _ _ - - _ = w - ; r w - - - -- w --- w ----- w ----- . - --- w --- --- - W- A B EXIST W EX/ST My EXIST GAS PRO'Aq&G '' EXIST R WGASGGASGASGASGASGSASGASGASGASGASGGAFASGASGASGAS 696 — — 697 0 698 — 699 — 700— t —4 1 1 I- A 3 - EXIST 3 " RCP EE DW,12832 SANTA ANA AVE1VUFFuTuREQFUTUREC&G — T R/W EXIST EP C&G EXIST R/W 3 — I 0255-071-35FUTURER/W ^ FUTURE R/W v O LLJ0255-071-01 \ 0255-071-02 0255-071-03 0255-071-04 IR o0 00 `p a 4i I I I I I II 1 I y. I " W o BASIS OF BEARING CEN7FRL/NE OF SLOVER AVENUE BETWEEN SAN BERNARD/NO CO. SURA GPS CONTROL MONUMENT NOS 21158 & 21219, BEING THE /NTFRSECRON OF CITRUS AVENUE & CYPRESS AVENUE RESPECTFULLY, BEING: N89030'14"E. BENCHMARK NO. 291 PERPETUA TED: TRANSFERRED ELEVA77ON FROM CITY OF FONTANA BY 291, A RR SP/KE /N PP NO. 586962H, LOCATED AT THE NE CORNER OF OLEANDER AVE & SANTA ANA AVE, ELEV. 1047.36, TO THE TOP A "PK" NAIL & BRASS WASHER, STAMPED CITY OF FONTANA BM'; SET ON THE TOP OF CURB I' NORTH OF THE NORTHERLY END OF THE NE CURB RETURN AT OLEANDER AVE & SANTA ANA AVE ELEVATION.• 1044.75 o DIAL TWO WORKING BEFORE DAYS BEFURE YOU DIG YOU DIG ra.L FREE 1-800-227-2600 A PUffi.IC SERVICE BY IArDER SERVICE ALERT 0 BEARING RADIUS LENGTH TANGENT AO N 89'30'50 E 8.64' N 44031'07" E 9.32' N 89'30'50" E I I DO N 89'30'14" 374.13 I N 44'30'14" E i FO N 45'29'46" W 38.18' REV. N 002946" W 13.00' REVISION DESCRIPTION DATE ENGR. CITY DATE I I I 1 11 1 1 1 I I 1 I . . . I 1 I I I F I I I 1 1 • 1 1 . , I I I I i . i iI— 1 1 1 I 1 I I 1 F t t I a 1 1 I I I I I I I 1 1 I 1 1 I 1 I 1 I I I— - I I I { I I I I I i I I I I I I I { ! ! I I I o ! I I ! 30" CP I (D I I I 1 1 I 1 I I t 1 I I I 1 I I 1 I I I I I ! 1 I I ' I I I I 1 I I I I I I I I 1 I I I L /II I a ! a Y 1 I f I I 1 1 I 1 1 1 I ! I I I I t I Y I I I I I I 10 12 13 14 15 16 17 18 2 1 °O RIGHT OF ENTRY AND PROPERTY OWNER ACCEPTANCE TO MAINTAIN PROPOSED STORM DRAIN c o ARE REQUIRED BEFORE START OF CONSTRUCTION. 8 LINE A – SD STA 10+00 oPERDWGj2832SHEET5 . o W W o PESANTAANAAVENUE , v NLw W W WWSTSTA694.81.28 J I I \ o L v Lw I 0. 0 0255-011-30 I 0255-01129 I 0255-011-19 0255-011-18 0255,-0 - 5 o a qtr..II F-* Qj- Q G' 14 4j Lj IJ z'4 EX/ST RIW R/W 5 1 I tL1 I a. 1 1aI' f1lI ' ISTIN . .. aG1 ¢ i• r GWATER __ ____ 4 EXfS1' a30 RCPLINEI\ I\ I II w w - SEE IJWG-''1832- - _ _ _ _ _ _ _ _ _ _ _ - - _ = w - ; r w - - - -- w --- w ----- w ----- . - --- w --- --- - W- A B EXIST W EX/ST My EXIST GAS PRO'Aq&G '' EXIST R WGASGGASGASGASGASGSASGASGASGASGASGGAFASGASGASGAS 696 — — 697 0 698 — 699 — 700— t —4 1 1 I- A 3 - EXIST 3 " RCP EE DW,12832 SANTA ANA AVE1VUFFuTuREQFUTUREC&G — T R/W EXIST EP C&G EXIST R/W 3 — I 0255-071-35FUTURER/W ^ FUTURE R/W v O LLJ0255-071-01 \ 0255-071-02 0255-071-03 0255-071-04 IR o0 00 `p a 4i I I I I I II 1 I y. I " W o BASIS OF BEARING CEN7FRL/NE OF SLOVER AVENUE BETWEEN SAN BERNARD/NO CO. SURA GPS CONTROL MONUMENT NOS 21158 & 21219, BEING THE /NTFRSECRON OF CITRUS AVENUE & CYPRESS AVENUE RESPECTFULLY, BEING: N89030'14"E. BENCHMARK NO. 291 PERPETUA TED: TRANSFERRED ELEVA77ON FROM CITY OF FONTANA BY 291, A RR SP/KE /N PP NO. 586962H, LOCATED AT THE NE CORNER OF OLEANDER AVE & SANTA ANA AVE, ELEV. 1047.36, TO THE TOP A "PK" NAIL & BRASS WASHER, STAMPED CITY OF FONTANA BM'; SET ON THE TOP OF CURB I' NORTH OF THE NORTHERLY END OF THE NE CURB RETURN AT OLEANDER AVE & SANTA ANA AVE ELEVATION.• 1044.75 o DIAL TWO WORKING BEFORE DAYS BEFURE YOU DIG YOU DIG ra.L FREE 1-800-227-2600 A PUffi.IC SERVICE BY IArDER SERVICE ALERT DATA 0 BEARING RADIUS LENGTH TANGENT AO N 89'30'50 E 8.64' N 44031'07" E 9.32' N 89'30'50" E 380.86' DO N 89'30'14" 374.13 EO N 44'30'14" E 31.11 ' FO N 45'29'46" W 38.18' REV. N 002946" W 13.00' REVISION DESCRIPTION DATE ENGR. CITY DATE DATA 0 BEARING RADIUS LENGTH TANGENT AO N 89'30'50 E 8.64' N 44031'07" E 9.32' N 89'30'50" E 380.86' DO N 89'30'14" 374.13 EO N 44'30'14" E 31.11 ' FO N 45'29'46" W 38.18' N 002946" W 13.00' SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH STANDARDS IN EFFECT. O Q ,OFESS/ hoz Ldm No. 40964 nqT CIVIC F or CA1-SFO 45' 1 J i 51 I- J o c v I I O- OW- Z O-JZw- O mt' C I I I I I 1 1 t I I 28161 LF!OF! ! 1 1 I I I PR ' P P/P I - 1 I 1 I1 111 I1 1 II 1 1 1 11 i I 1 1 1 1 R, PROF/LESCALE.• HOR/Z 1"=401 VERT I n=41 CONSTRUCTIONNOTES PROTECT IN PLACE CONSTRUCT CATCH BASIN PER CITY OF FONTANA STD. N0. 3004 (W & V PER PLAN) CONSTRUCT MANHOLE PER CITY OF FONTANA STD NO. 3011 CONSTRUCT MANHOLE PER CITY OF FONTANA STD NO. 3013 CONSTRUCT 30 R.C.P. PIPE "Dp LOAD PER PLAN CONSTRUCT 24 R.C.P. PIPE "D" LOAD PER PLAN CONSTRUCT 18" R.C.P. PIPE 'D" LOAD PER PLAN REMOVE 30" EXISTING R. C. P. PIPE CONSTURCT PIPE CLOSURE PER DETAIL ON SHEET N0. 2 CONSTRUCT 15 X21 "CMP ARCH PIPE CONSTRUCT PIPE HEADWALL PER CAL TRANS STANDARD D89A, SEE SHT 2. CONSTRUCT CONCRETE COLLAR PER CITY OF FONTANA STD NO. 3022 1' Ll5' 5' 1' MIN.IN EX/SUNG AC 11 q II = AY LIMITS FOR AC YEMOVE' & REPLACE WITH 6 1/2 AC PROTECT 3 EX/STING C4.5' UNE 95x' NATIVE COMPACTED 12" MIN. NO ROCKS GREATER THAN 3" NATIVE SOIL 90x' COMPACTED 6" MAX. SHORING - SHOR/NG REQUIREDREQUIRED °==^ 5- NATNE SOIL 90x' COMPACTED (I" MAX.) 30 R.C.P. STORM DRAIN PIPE REMOVAL AND REPLACEMENTS OF EXISTING AC APPLIES FROM THE DOWN STREAM OF STORM DR4/N UNE UP TO STREET STA 697+70 TRENCHDETA/L N. T.S. 40' O 40' 80' 120' SCALE IN FEET Irepared Under The Supervision Of : CITY OF FCALIFORNIA STORM DRAIN IMPROVEMENT PLAN DRAWN BY: SANTA ANA AVENUE SCALE: VA AS SHOWN STORM DRAIN LINES A, A-1, A-2, & A-3DESIGNEDBY: DATE: VA/SN 12/06/10 Date : CHECKED BY: APPRkED Y: DRAWING NO.: 6 FEUPE U. MOUNOS R.C.E. 40964 SN R.C.E.A51152• 4859 6IENGE SI\DESIGN SECTI N\CIP IMPROVEMENTS\SANTA ANA -CITRUS T CYPRESS\SHEET 61dwg Mar 14, 11 - 6108pr pl- I PROF/LESCALE.• HOR/Z 1"=401 VERT I n=41 CONSTRUCTIONNOTES PROTECT IN PLACE CONSTRUCT CATCH BASIN PER CITY OF FONTANA STD. N0. 3004 (W & V PER PLAN) CONSTRUCT MANHOLE PER CITY OF FONTANA STD NO. 3011 CONSTRUCT MANHOLE PER CITY OF FONTANA STD NO. 3013 CONSTRUCT 30 R.C.P. PIPE "Dp LOAD PER PLAN CONSTRUCT 24 R.C.P. PIPE "D" LOAD PER PLAN CONSTRUCT 18" R.C.P. PIPE 'D" LOAD PER PLAN REMOVE 30" EXISTING R. C. P. PIPE CONSTURCT PIPE CLOSURE PER DETAIL ON SHEET N0. 2 CONSTRUCT 15 X21 "CMP ARCH PIPE CONSTRUCT PIPE HEADWALL PER CAL TRANS STANDARD D89A, SEE SHT 2. CONSTRUCT CONCRETE COLLAR PER CITY OF FONTANA STD NO. 3022 1' Ll5' 5' 1' MIN.IN EX/SUNG AC 11 q II = AY LIMITS FOR AC YEMOVE' & REPLACE WITH 6 1/2 AC PROTECT 3 EX/STING C4.5' UNE 95x' NATIVE COMPACTED 12" MIN. NO ROCKS GREATER THAN 3" NATIVE SOIL 90x' COMPACTED 6" MAX. SHORING - SHOR/NG REQUIREDREQUIRED °==^ 5- NATNE SOIL 90x' COMPACTED (I" MAX.) 30 R.C.P. STORM DRAIN PIPE REMOVAL AND REPLACEMENTS OF EXISTING AC APPLIES FROM THE DOWN STREAM OF STORM DR4/N UNE UP TO STREET STA 697+70 TRENCHDETA/L N. T.S. 40' O 40' 80' 120' SCALE IN FEET Irepared Under The Supervision Of : CITY OF FCALIFORNIA STORM DRAIN IMPROVEMENT PLAN DRAWN BY: SANTA ANA AVENUE SCALE: VA AS SHOWN STORM DRAIN LINES A, A-1, A-2, & A-3DESIGNEDBY: DATE: VA/SN 12/06/10 Date : CHECKED BY: APPRkED Y: DRAWING NO.: 6 FEUPE U. MOUNOS R.C.E. 40964 SN R.C.E.A51152• 4859 6IENGE SI\DESIGN SECTI N\CIP IMPROVEMENTS\SANTA ANA -CITRUS T CYPRESS\SHEET 61dwg Mar 14, 11 - 6108pr APPENDIX B HYDROLOGY CALCULATIONS 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 ************************** * JOB #3615 SANTA ANA, FONTANA * * EXISTING CONDITION 100-YEAR * * NODES 100-101 100X.DAT * ************************************************************************** FILE NAME: C:\XDRIVE\3615\100X.DAT TIME/DATE OF STUDY: 14:23 08/15/2022 ============================================================================ 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) = 1.3700 *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) = 637.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.74 DOWNSTREAM(FEET) = 1044.38 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.564 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.204 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(ARID) "2 DWELLINGS/ACRE" A 6.78 0.55 0.70 52/81 14.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) = 17.21 TOTAL AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) = 17.21 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.78 TC(MIN.) = 14.56 EFFECTIVE AREA(ACRES) = 6.78 AREA-AVERAGED Fm(INCH/HR)= 0.38 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = 0.70 PEAK FLOW RATE(CFS) = 17.21 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 PROPOSED 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 ************************** * JOB #3615 SANTA ANA, FONTANA * * PROPOSED CONDITION 100-YEAR * * NODES 100-111 100P.DAT * ************************************************************************** FILE NAME: C:\XDRIVE\3615\100P.DAT TIME/DATE OF STUDY: 14:08 08/15/2022 ============================================================================ 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) = 1.3700 *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) = 681.00 ELEVATION DATA: UPSTREAM(FEET) = 1048.26 DOWNSTREAM(FEET) = 1042.68 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.800 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.833 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 5.24 0.80 0.10 52 10.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 17.70 TOTAL AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) = 17.70 **************************************************************************** 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) = 1038.68 DOWNSTREAM(FEET) = 1037.31 FLOW LENGTH(FEET) = 78.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.24 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.70 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 10.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 759.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN) = 10.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.806 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.14 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.47 EFFECTIVE AREA(ACRES) = 5.38 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) = 18.04 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN) = 10.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.806 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.14 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.47 EFFECTIVE AREA(ACRES) = 5.52 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.52 PEAK FLOW RATE(CFS) = 18.51 **************************************************************************** FLOW PROCESS FROM NODE 102.00 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) = 1037.31 DOWNSTREAM(FEET) = 1036.40 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.08 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.51 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 11.13 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 859.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN) = 11.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.764 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.08 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.27 EFFECTIVE AREA(ACRES) = 5.60 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) = 18.57 **************************************************************************** FLOW PROCESS FROM NODE 103.00 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) = 1036.40 DOWNSTREAM(FEET) = 1036.12 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.17 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.57 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.19 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 889.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.19 RAINFALL INTENSITY(INCH/HR) = 3.75 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.60 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.57 **************************************************************************** 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) = 702.00 ELEVATION DATA: UPSTREAM(FEET) = 1042.00 DOWNSTREAM(FEET) = 1036.12 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.884 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.815 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 0.49 0.80 0.10 52 10.88 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) = 1.65 **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.88 RAINFALL INTENSITY(INCH/HR) = 3.82 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.49 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.57 11.19 3.751 0.80( 0.08) 0.10 5.6 100.00 2 1.65 10.88 3.815 0.80( 0.08) 0.10 0.5 110.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.19 11.19 3.751 0.80( 0.08) 0.10 6.1 100.00 2 20.02 10.88 3.815 0.80( 0.08) 0.10 5.9 110.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.19 Tc(MIN.) = 11.19 EFFECTIVE AREA(ACRES) = 6.09 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.09 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 889.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.09 TC(MIN.) = 11.19 EFFECTIVE AREA(ACRES) = 6.09 AREA-AVERAGED Fm(INCH/HR)= 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 20.19 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.02 10.88 3.815 0.80( 0.08) 0.10 5.9 110.00 2 20.19 11.19 3.751 0.80( 0.08) 0.10 6.1 100.00 ============================================================================ ============================================================================ 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 ************************** * JOB #3615 SANTA ANA, FONTANA * * PROPOSED CONDITION 100-YEAR * * NODES 120-121 120P.DAT * ************************************************************************** FILE NAME: C:\XDRIVE\3615\120P.DAT TIME/DATE OF STUDY: 13:54 08/15/2022 ============================================================================ 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) = 1.3700 *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) = 428.00 ELEVATION DATA: UPSTREAM(FEET) = 1043.46 DOWNSTREAM(FEET) = 1040.41 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.420 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.542 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 0.15 0.61 1.00 66 21.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN) = 21.42 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.542 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.09 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.20 EFFECTIVE AREA(ACRES) = 0.24 AREA-AVERAGED Fm(INCH/HR) = 0.41 AREA-AVERAGED Fp(INCH/HR) = 0.62 AREA-AVERAGED Ap = 0.66 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN) = 21.42 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.542 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 0.04 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.07 EFFECTIVE AREA(ACRES) = 0.28 AREA-AVERAGED Fm(INCH/HR) = 0.44 AREA-AVERAGED Fp(INCH/HR) = 0.62 AREA-AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) = 0.53 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.28 TC(MIN.) = 21.42 EFFECTIVE AREA(ACRES) = 0.28 AREA-AVERAGED Fm(INCH/HR)= 0.44 AREA-AVERAGED Fp(INCH/HR) = 0.62 AREA-AVERAGED Ap = 0.71 PEAK FLOW RATE(CFS) = 0.53 ============================================================================ ============================================================================ 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 ************************** * JOB #3615 SANTA ANA, FONTANA * * PROPOSED CONDITION 100-YEAR * * NODES 130-131 130P.DAT * ************************************************************************** FILE NAME: C:\XDRIVE\3615\130P.DAT TIME/DATE OF STUDY: 13:57 08/15/2022 ============================================================================ 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) = 1.3700 *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) = 564.00 ELEVATION DATA: UPSTREAM(FEET) = 1046.67 DOWNSTREAM(FEET) = 1040.36 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.856 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.511 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 0.41 0.61 1.00 66 21.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) = 0.70 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.41 TC(MIN.) = 21.86 EFFECTIVE AREA(ACRES) = 0.41 AREA-AVERAGED Fm(INCH/HR)= 0.61 AREA-AVERAGED Fp(INCH/HR) = 0.61 AREA-AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 0.70 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 APPENDIX C DETENTION CALCULATIONS ____________________________________________________________________________ **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989-99 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 *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 8.10 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 5.24 10.00 52.( 32.) 0.742 0.905 TOTAL AREA (Acres) = 5.24 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.074 _ AREA-AVERAGED LOW LOSS FRACTION, Y = 0.095 1 ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-99 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 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 5.24 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.074 LOW LOSS FRACTION = 0.095 TIME OF CONCENTRATION(MIN.) = 10.80 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) = 0.50 30-MINUTE POINT RAINFALL VALUE(INCHES) = 1.02 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.37 3-HOUR POINT RAINFALL VALUE(INCHES) = 2.40 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.52 24-HOUR POINT RAINFALL VALUE(INCHES) = 8.10 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 2.89 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.65 **************************************************************************** TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.16 0.0064 0.87 .Q . . . . 0.34 0.0194 0.87 .Q . . . . 0.52 0.0323 0.87 .Q . . . . 0.70 0.0454 0.88 .Q . . . . 0.88 0.0585 0.88 .Q . . . . 1.06 0.0716 0.89 .Q . . . . 1.24 0.0848 0.89 .Q . . . . 1.42 0.0981 0.90 .Q . . . . 1.60 0.1115 0.90 .Q . . . . 1.78 0.1249 0.90 .Q . . . . 1.96 0.1384 0.91 .Q . . . . 2.14 0.1519 0.91 .Q . . . . 2.32 0.1655 0.92 .Q . . . . 2.50 0.1792 0.92 .Q . . . . 2.68 0.1930 0.93 .Q . . . . 2.86 0.2068 0.93 .Q . . . . 3.04 0.2207 0.94 .Q . . . . 3.22 0.2347 0.94 .Q . . . . 3.40 0.2488 0.95 .Q . . . . 3.58 0.2629 0.95 .Q . . . . 3.76 0.2771 0.96 .Q . . . . 3.94 0.2914 0.97 .Q . . . . 4.12 0.3058 0.97 .Q . . . . 4.30 0.3203 0.98 .Q . . . . 4.48 0.3349 0.98 .Q . . . . 4.66 0.3495 0.99 .Q . . . . 4.84 0.3643 0.99 .Q . . . . 5.02 0.3791 1.00 . Q . . . . 5.20 0.3941 1.01 . Q . . . . 5.38 0.4091 1.02 . Q . . . . 5.56 0.4242 1.02 . Q . . . . 5.74 0.4395 1.03 . Q . . . . 5.92 0.4548 1.03 . Q . . . . 6.10 0.4703 1.04 . Q . . . . 6.28 0.4858 1.05 . Q . . . . 6.46 0.5015 1.06 . Q . . . . 6.64 0.5173 1.06 . Q . . . . 6.82 0.5332 1.08 . Q . . . . 7.00 0.5492 1.08 . Q . . . . 7.18 0.5654 1.09 . Q . . . . 7.36 0.5817 1.10 . Q . . . . 7.54 0.5981 1.11 . Q . . . . 7.72 0.6147 1.12 . Q . . . . 7.90 0.6314 1.13 . Q . . . . 8.08 0.6482 1.14 . Q . . . . 8.26 0.6653 1.15 . Q . . . . 8.44 0.6824 1.16 . Q . . . . 8.62 0.6997 1.17 . Q . . . . 8.80 0.7172 1.18 . Q . . . . 8.98 0.7349 1.19 . Q . . . . 9.16 0.7527 1.20 . Q . . . . 9.34 0.7707 1.22 . Q . . . . 9.52 0.7889 1.23 . Q . . . . 9.70 0.8073 1.25 . Q . . . . 9.88 0.8259 1.26 . Q . . . . 10.06 0.8448 1.28 . Q . . . . 10.24 0.8638 1.29 . Q . . . . 10.42 0.8831 1.31 . Q . . . . 10.60 0.9026 1.32 . Q . . . . 10.78 0.9224 1.34 . Q . . . . 10.96 0.9425 1.35 . Q . . . . 11.14 0.9628 1.38 . Q . . . . 11.32 0.9834 1.39 . Q . . . . 11.50 1.0043 1.42 . Q . . . . 11.68 1.0256 1.44 . Q . . . . 11.86 1.0472 1.47 . Q . . . . 12.04 1.0692 1.48 . Q . . . . 12.22 1.0906 1.40 . Q . . . . 12.40 1.1116 1.42 . Q . . . . 12.58 1.1330 1.46 . Q . . . . 12.76 1.1549 1.48 . Q . . . . 12.94 1.1773 1.53 . Q . . . . 13.12 1.2003 1.56 . Q . . . . 13.30 1.2240 1.62 . Q . . . . 13.48 1.2483 1.65 . Q . . . . 13.66 1.2733 1.72 . Q . . . . 13.84 1.2992 1.76 . Q . . . . 14.02 1.3260 1.85 . Q . . . . 14.20 1.3531 1.80 . Q . . . . 14.38 1.3804 1.87 . Q . . . . 14.56 1.4087 1.93 . Q . . . . 14.74 1.4386 2.09 . Q . . . . 14.92 1.4704 2.19 . Q . . . . 15.10 1.5047 2.42 . Q . . . . 15.28 1.5419 2.58 . Q . . . . 15.46 1.5813 2.73 . Q . . . . 15.64 1.6225 2.81 . Q . . . . 15.82 1.6718 3.82 . Q . . . . 16.00 1.7396 5.30 . Q . . . 16.18 1.9089 17.45 . . . . Q . 16.36 2.0629 3.26 . Q . . . . 16.54 2.1076 2.77 . Q . . . . 16.72 2.1453 2.30 . Q . . . . 16.90 2.1773 2.01 . Q . . . . 17.08 2.2056 1.81 . Q . . . . 17.26 2.2325 1.80 . Q . . . . 17.44 2.2584 1.68 . Q . . . . 17.62 2.2827 1.59 . Q . . . . 17.80 2.3057 1.51 . Q . . . . 17.98 2.3277 1.44 . Q . . . . 18.16 2.3492 1.46 . Q . . . . 18.34 2.3709 1.45 . Q . . . . 18.52 2.3922 1.41 . Q . . . . 18.70 2.4128 1.37 . Q . . . . 18.88 2.4328 1.33 . Q . . . . 19.06 2.4524 1.30 . Q . . . . 19.24 2.4714 1.27 . Q . . . . 19.42 2.4900 1.24 . Q . . . . 19.60 2.5083 1.21 . Q . . . . 19.78 2.5261 1.19 . Q . . . . 19.96 2.5436 1.16 . Q . . . . 20.14 2.5607 1.14 . Q . . . . 20.32 2.5776 1.12 . Q . . . . 20.50 2.5942 1.10 . Q . . . . 20.68 2.6105 1.09 . Q . . . . 20.86 2.6265 1.07 . Q . . . . 21.04 2.6423 1.05 . Q . . . . 21.22 2.6578 1.04 . Q . . . . 21.40 2.6732 1.02 . Q . . . . 21.58 2.6883 1.01 . Q . . . . 21.76 2.7033 1.00 .Q . . . . 21.94 2.7180 0.99 .Q . . . . 22.12 2.7326 0.97 .Q . . . . 22.30 2.7470 0.96 .Q . . . . 22.48 2.7612 0.95 .Q . . . . 22.66 2.7753 0.94 .Q . . . . 22.84 2.7892 0.93 .Q . . . . 23.02 2.8029 0.92 .Q . . . . 23.20 2.8165 0.91 .Q . . . . 23.38 2.8300 0.90 .Q . . . . 23.56 2.8434 0.89 .Q . . . . 23.74 2.8566 0.88 .Q . . . . 23.92 2.8697 0.88 .Q . . . . 24.10 2.8827 0.87 .Q . . . . 24.28 2.8891 0.00 Q . . . . ---------------------------------------------------------------------------- ============================================================================ FLOW PASS A FLOW-BY STRUCTURE: INFLOW | | | --------- | | | | | |<--* <=flow-by structure | basin | | | storage | | --------- | | | V STREAM FLOW-BY MAXIMUM FLOW-BY Q(CFS) = 13.00 FLOW-BY BASIN MODELING RESULTS: MODEL BASIN TIME INFLOW FLOW-BY VOLUME (HRS) (CFS) (CFS) (AF) 0.160 0.87 0.87 0.000 0.340 0.87 0.87 0.000 0.520 0.87 0.87 0.000 0.700 0.88 0.88 0.000 0.880 0.88 0.88 0.000 1.060 0.89 0.89 0.000 1.240 0.89 0.89 0.000 1.420 0.90 0.90 0.000 1.600 0.90 0.90 0.000 1.780 0.90 0.90 0.000 1.960 0.91 0.91 0.000 2.140 0.91 0.91 0.000 2.320 0.92 0.92 0.000 2.500 0.92 0.92 0.000 2.680 0.93 0.93 0.000 2.860 0.93 0.93 0.000 3.040 0.94 0.94 0.000 3.220 0.94 0.94 0.000 3.400 0.95 0.95 0.000 3.580 0.95 0.95 0.000 3.760 0.96 0.96 0.000 3.940 0.97 0.97 0.000 4.120 0.97 0.97 0.000 4.300 0.98 0.98 0.000 4.480 0.98 0.98 0.000 4.660 0.99 0.99 0.000 4.840 0.99 0.99 0.000 5.020 1.00 1.00 0.000 5.200 1.01 1.01 0.000 5.380 1.02 1.02 0.000 5.560 1.02 1.02 0.000 5.740 1.03 1.03 0.000 5.920 1.03 1.03 0.000 6.100 1.04 1.04 0.000 6.280 1.05 1.05 0.000 6.460 1.06 1.06 0.000 6.640 1.06 1.06 0.000 6.820 1.08 1.08 0.000 7.000 1.08 1.08 0.000 7.180 1.09 1.09 0.000 7.360 1.10 1.10 0.000 7.540 1.11 1.11 0.000 7.720 1.12 1.12 0.000 7.900 1.13 1.13 0.000 8.080 1.14 1.14 0.000 8.260 1.15 1.15 0.000 8.440 1.16 1.16 0.000 8.620 1.17 1.17 0.000 8.800 1.18 1.18 0.000 8.980 1.19 1.19 0.000 9.160 1.20 1.20 0.000 9.340 1.22 1.22 0.000 9.520 1.23 1.23 0.000 9.700 1.25 1.25 0.000 9.880 1.26 1.26 0.000 10.060 1.28 1.28 0.000 10.240 1.29 1.29 0.000 10.420 1.31 1.31 0.000 10.600 1.32 1.32 0.000 10.780 1.34 1.34 0.000 10.960 1.35 1.35 0.000 11.140 1.38 1.38 0.000 11.320 1.39 1.39 0.000 11.500 1.42 1.42 0.000 11.680 1.44 1.44 0.000 11.860 1.47 1.47 0.000 12.040 1.48 1.48 0.000 12.220 1.40 1.40 0.000 12.400 1.42 1.42 0.000 12.580 1.46 1.46 0.000 12.760 1.48 1.48 0.000 12.940 1.53 1.53 0.000 13.120 1.56 1.56 0.000 13.300 1.62 1.62 0.000 13.480 1.65 1.65 0.000 13.660 1.72 1.72 0.000 13.840 1.76 1.76 0.000 14.020 1.85 1.85 0.000 14.200 1.80 1.80 0.000 14.380 1.87 1.87 0.000 14.560 1.93 1.93 0.000 14.740 2.09 2.09 0.000 14.920 2.19 2.19 0.000 15.100 2.42 2.42 0.000 15.280 2.58 2.58 0.000 15.460 2.73 2.73 0.000 15.640 2.81 2.81 0.000 15.820 3.82 3.82 0.000 16.000 5.30 5.30 0.000 16.180 17.45 13.00 0.066 16.360 3.26 3.26 0.066 16.540 2.77 2.77 0.066 16.720 2.30 2.30 0.066 16.900 2.01 2.01 0.066 17.080 1.81 1.81 0.066 17.260 1.80 1.80 0.066 17.440 1.68 1.68 0.066 17.620 1.59 1.59 0.066 17.800 1.51 1.51 0.066 17.980 1.44 1.44 0.066 18.160 1.46 1.46 0.066 18.340 1.45 1.45 0.066 18.520 1.41 1.41 0.066 18.700 1.37 1.37 0.066 18.880 1.33 1.33 0.066 19.060 1.30 1.30 0.066 19.240 1.27 1.27 0.066 19.420 1.24 1.24 0.066 19.600 1.21 1.21 0.066 19.780 1.19 1.19 0.066 19.960 1.16 1.16 0.066 20.140 1.14 1.14 0.066 20.320 1.12 1.12 0.066 20.500 1.10 1.10 0.066 20.680 1.09 1.09 0.066 20.860 1.07 1.07 0.066 21.040 1.05 1.05 0.066 21.220 1.04 1.04 0.066 21.400 1.02 1.02 0.066 21.580 1.01 1.01 0.066 21.760 1.00 1.00 0.066 21.940 0.99 0.99 0.066 22.120 0.97 0.97 0.066 22.300 0.96 0.96 0.066 22.480 0.95 0.95 0.066 22.660 0.94 0.94 0.066 22.840 0.93 0.93 0.066 23.020 0.92 0.92 0.066 23.200 0.91 0.91 0.066 23.380 0.90 0.90 0.066 23.560 0.89 0.89 0.066 23.740 0.88 0.88 0.066 23.920 0.88 0.88 0.066 24.100 0.87 0.87 0.066 24.280 0.00 0.00 0.066 ============================================================================ 1 Elevation Depth Area Volume S Volume S Volume (feet) (sq. ft.) (c.f.) (c.f.) (ac-ft) 1042.59 0.00 46.4 148 148 0.00 1042.80 0.21 1360 559 707 0.016 1043.00 0.41 4232 1190 1,897 0.044 1043.20 0.61 7670 1051 2,948 0.068 1043.32 0.73 9839 847 3,795 0.087 1043.40 0.81 11338 2662 6,457 0.148 1043.60 1.01 15283 SANTA ANA INDUSTRIAL DEVELOPMENT BLDG. 1 EASTERLY TRUCK YARD PONDING APPENDIX D HYDROLOGY MAP