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HomeMy WebLinkAboutAppendix I6 - Preliminary Hydrology Calculations (Building 3) PRELIMINARY HYDROLOGY CALCULATIONS FOR SANTA ANA AVENUE INDUSTRIAL DEVELOPMENT (BUILDING 3) NEC OF SANTA ANA AVE. AND OLEANDER AVE. FONTANA, CA 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 APRIL 4, 2022 REVISED AUGUST 19, 2022 JOB NO. 3615 PREPARED BY THIENES ENGINEERING 14349 FIRESTONE BLVD. LA MIRADA, CALIFORNIA 90638 (714) 521-4811 PRELIMINARY HYDROLOGY CALCULATIONS FOR SANTA ANA AVENUE INDUSTRIAL DEVELOPMENT (BUILDING 3) 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 Oleander 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 8.73 acres. There will be one proposed warehouse type building with a floor area of approximately 184,895 square feet. A truck yard will be located on the easterly side of the building. Proposed driveways will be located at the northwest and the southeasterly corner of the site adjacent to the streets. Vehicle parking will be provided on the westerly side and the southeasterly corner of the site. The remaining areas will be landscaped adjacent to Oleander Avenue and Santa Ana Avenue. Master Plan of Drainage Per City of Fontana’s Public Storm Drain WDID# 8 36C374407 DR 13-018 dwg. no. 5709 prepared by Thienes Engineering, Inc. dated May 2018, the project site is tabled to an existing 90” R.C.P. public storm drain Line “B” as commercial land use in Santa Ana Avenue that connects to an existing 96” R.C.P. storm drain system at Oleander Avenue downstream. 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 residential area where runoff from the site drains southerly towards Santa Ana Avenue. Flow appears to discharge to the street via the existing driveways. Runoff from the site drains southerly to an existing 90” R.C.P. in Santa Ana Avenue that connect s to an existing 96” R.C.P. storm drain system in Oleander Avenue. The 100-year peak flow rate tributary to the project site at existing condition is approximately 24.8 cfs. See Appendix “B” for existing condition hydrology calculations and Appendix “C” for existing condition hydrology map. Proposed Condition Flows from Building 3 will maintain the drainage pattern at existing condition. Runoff from the easterly portion of Building 3 (node 300-312) will drain south via proposed storm drain system. The remaining westerly portion of Building 3 (node 310-312) will drain south and traverses east and connects to the new storm drain line downstream. The 100-year storm event from this area (node 312) is approximately 27.2 cfs. The remaining landscaped areas adjacent Oleander Avenue and Santa Ana Avenue will drain to an existing curb opening catch basin at the southwest corner of Building 3. The 100-year storm event at this location (node 321) is approximately 1.0 cfs. The total 100-year peak flow rate tributary to project site (Building 3) at proposed condition is approximately 28.2 cfs. (27.2 cfs + 1.0 cfs). Water Quality Runoff from Building 3 will drain to proposed grate inlet catch basins at the easterly truck yard and conveyed to proposed underground chambers 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 “B” 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 C HYDROLOGY MAP APPENDIX A REFERENCE MATERIALS OLEANDER AVENUE ST8RM DRAIN FONTANA MASTER PLAN LINE D7- -5) DRAINAGE REPORT Job No. 5147 Prepared for THE CITY OF FONTANA 8353 Sierra Avenue Fontana, CA 92335 909)350 -7613 Prepared by. HALL & FOREMAN, INC. 545 North Mountain Avenue, Suite 106 Upland, California 91786 909) 982 -7777 cc L OvIL f OF CALE Harold A. Garcelon, R.C.E. 31681 License Expires 12/31/99 January 5, 1999 Revised: April 13, 1999 or Hall & Foreman, Inc. A Civil Engineering • Planning • Surveying • Public Works Hall & Fbrejjjdji][nc: - a Civil Engineering • Planning • Surveying • Public Works SUBJECT BY DATE JOB NO SHEET OF HCOVLOLOCiY ' MNf* 7 -34 4013 -06 O FRE WAy s 3 4 Io IOA OAc 10A, Sy2 S31 S32 Sr`oV2 zo -Ac- Res denfiGI S3 S33 QM H:3 bAkre 31 A 0 3/ Ac © 31 Ac v 1i H Mob;1 Now,e pK b S a Syy 4 Q' Say 4 S39 ao A 51 Ac r. SAPtTA O N u1 0 U syCi CI. z w cZ Z STUDY DRAIN JURU PA - s eKtsr 9' 14' RG $otic x1sTtNy pc.l.t=z Hakx: 13821 Newport Avenue, Suite 200 Tustin, Caldomia 92680 -7803 Tel 714/544 -3404 Fax 7141544 -3155 pl L TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 21.99 RAINFALL INTENSITY(INCHIHR) - 2.47 - - - - - - - - AVERAGED Fm(INCH/HR) _ .24 EFFECTIVE STREAM AREA(ACRES) - 122.00 TOTAL STREAM AREA(ACRES) - 122.00 PEAK I+TOW RATE(CFS) AT CONFLUENCE - 243.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. s• PEAK FLOW RATE TABLE •• Q(CFS) Tc(MIN.) Fm(WCH/HR) Ae(ACRES) 1 480.09 22.94 .276 244.00 2 483.69 21.99 .276 23893 COMPUPFA CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 483.69 TcOM.) = 21992 EFFECTIVE AREA(ACRES) = 238.93 AVERAGED Fm(INCH/HR) _ 18 TOTAL AREA(ACRES) = 244.00 sssssatssssssssssssssssssssssssssssssasssssssssssssssssssssassssssasssss FLOW PROCESS FROM NODE 539.10 TO NODE 544.10 IS CODE - 3 e :44013 -0M4013DZ5.ra 11 6/95 COMPUfE PIPE -FIAW TRAVEL TIME THRU SUBAREA « «< USINO COMPUTER-ESTIMATED PIPESIZE (NON - PRESSURE FIAW)<«« 37 DEPTH OF FLAW IN 96.0 INCH PIPE IS 78.6 INCHES PIPE -FLOW VEIACITY(FEET/SEC.)- 11.0 UPSTREAM NODE ELEVATION(FEET) - 1049.00 DOWNSTREAM NODE ELEVATION(FEET) - 1045.00 FLAW LENGTH(FEET) = 1350.00 MANNING'S N - .013 ESTIMATED PIPE DIAMETER(INCH) - 96.00 NUMBER OF PIPES = 1 PIPE- FLAW(CFS) = 483.69 TRAVEL TIME(MIN.) = 105 TC(MIN.) - 24.04 assssssssssssssssssssssssssssssssassssssssssstsssstsssssstsssssssssssssssss FLAW PROCESS FROM NODE 544.00 TO NODE 544.10 IS CODE - 8 ADDITION OF SUBAREA TO MAINLINE PEAK FLAW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.337 SOIL CLASSIFICATION IS "B" RESIDENTIAL,> 3-4 DWEUlNGS/ACRE SUBAREA LASS RATE, Fm(INCHMR) _ .4500 SUBAREA AREA(ACRES) - 51.00 SUBAREA RUNOFF(CFS) = 86.61 EFFECTIVE AREA(ACRES) = 289.93 AVERAGED Fm(INCH/HR) _ .306 TOTAL AREA(ACRES) _ .295.00 PEAK FLOW RATE(CFS) = 529.88 I'C(MIN) - 24.04 assssssssttssssassssssssssssssssssssssssssssssstsssstssssssssssas »sssssss FLAW PROCESS FROM NODE 544.10 TO NODE 544.10 IS CODE - 1 DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(bM.) = 24.04 RAINFALL INTENSITY(INCH/IiR) - 2.34 AVERAGED Fm(INCHIHR) _ .31 EFFECTIVE STREAM AREA(ACRES) = 289.93 TOTAL STREAM AREA(ACRES) = 295.00 e :44013 -0M4013DZ5.ra 11 6/95 i PEAK FLOW RATE(CFS) - 682.59 Tc(MIN.) - 24.042 EFFECTIVE AREA(ACRES) - 360.93 AVERAGED Fm(INCH/HR) _ .27 TOTAL AREA(ACRES) - 3600 sasatasssssstssssststpssssssssssasasssssssssasssssassssssssssssssasss FLOW PROCESS FROM NODE 544.10 TO NODE 549.12 IS CODE = 3 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< USING COMPUTER ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<«« DEPTH OF FLOW IN 93.0 INCH PIPE IS 70.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 17.7 UPSTREAM NODE ELEVATION(FEET) - 1045.00 DOWNSTREAM NODE ELEVATION(FEE7) - 1023.00 FLOW LENGTH(FEET) - 2700.00 MANNING'S N - .013 ESTIMATED PIPE DIAMETER(INCH) - 93.00 NUMBER OF PIPES = PIPE- FLOW(CFS) - 682.59 ow TRAVEL TIME(MIN.) - 2.54 TC(MIN.) - 26.58 sssasasssssasssssssssssssssssssssssssssssssaasssssssssssassssssssssass FLOWPROCESS FROMNODE 549.02 TONODE 549.12 IS CODE = 8 ADDTITON OF SUBAREA TO MAINLINE PEAK FLOW « «< FLOW PROCESS FROM NODE 549.12 TO NODE 549.13 IS CODE - 3 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< USING COMPUTER ESTIMATED PIPESIZE (NON - PRESSURE FLAW)« «< DEPTH OF FLAW IN 108.0 INCH PIPE IS 85.0 INCHES PIPE-FLOW VELOCTTY(FEET/SEC.) - 14.1 UPSTREAM NODE ELEVATION(FEET) - 1023.00 DOWNSTREAM NODE EI.EVATION(FEET) - 1019.00 FLAW LENOTH(FEE1) - 950.00 MANNINGS N - .013 ESTIMATED PIPE DIAMETER(INCH) - 108.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 759.44 TRAVEL TIME(MIN.) - 1.12 TC(MIN.) - 27.70 END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 449.00 TC(MIN.) = 27.70 EFFECTIVE AREA(ACRES) - 443.93 AVERAGED Fm(INCH/HR)= .30 PEAK FLAW RATE(CFS) - 759.44 sss PEAK FLAW RATE TABLE sss Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 759.44 27.70 300 443.93 2 748.62 28.70 300 449.00 3 757.05 25.13 .299 41236 END OF RATIONAL METHOD ANALYSIS D e.\4013 -0871R4013DZ5.res 15 6/95 0 100 YEAR RAINFALL INTENSTTY(INCH/HOUR) = 2.200 SOIL CLASSIFICATION IS "B" RESIDENTIAL -> 3-4 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) _ .4500 SUBAREA AREA(ACRES) - 83.00 SUBAREA RUNOFF(CFS) = 130.76 EFFECTIVE AREA(ACRES) = 443.93 AVERAGED Fm(INCH/HR) _ .300 TOTAL AREA(ACRES) - 449.00 PEAK FLOW RATE(CFS) - 759.44 TC(MIN) - 26.58 irr FLOW PROCESS FROM NODE 549.12 TO NODE 549.13 IS CODE - 3 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< USING COMPUTER ESTIMATED PIPESIZE (NON - PRESSURE FLAW)« «< DEPTH OF FLAW IN 108.0 INCH PIPE IS 85.0 INCHES PIPE-FLOW VELOCTTY(FEET/SEC.) - 14.1 UPSTREAM NODE ELEVATION(FEET) - 1023.00 DOWNSTREAM NODE EI.EVATION(FEET) - 1019.00 FLAW LENOTH(FEE1) - 950.00 MANNINGS N - .013 ESTIMATED PIPE DIAMETER(INCH) - 108.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 759.44 TRAVEL TIME(MIN.) - 1.12 TC(MIN.) - 27.70 END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 449.00 TC(MIN.) = 27.70 EFFECTIVE AREA(ACRES) - 443.93 AVERAGED Fm(INCH/HR)= .30 PEAK FLAW RATE(CFS) - 759.44 sss PEAK FLAW RATE TABLE sss Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 759.44 27.70 300 443.93 2 748.62 28.70 300 449.00 3 757.05 25.13 .299 41236 END OF RATIONAL METHOD ANALYSIS D e.\4013 -0871R4013DZ5.res 15 6/95 0 Ic all IFITIT;ila_NILTI _ 141 V111#,1L1 due- : I!' STORM [DRAIN IM ROV M NT OLEANIDER AVENUE ANID SANTA 1. ALL WORK SHALL BE IN ACCORDANCE WITH THESE PLANS, THE CITY OF FONTANA STANDARD PLANS, THE CONTRACT PROVISIONS AND THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION ("GREEN BOOK"). ALL REFERENCE SPECIFICATIONS AND STANDARDS SHALL BE THE LATEST EDITION UNLESS OTHERWISE NOTED. ANA AV NU 2. WHEN A TECHNICAL CONFLICT IS FOUND TO EXIST IN THE CONTRACT DOCUMENTS THAT CAN NOT BE RESOLVED BY REFERENCE TO PRECEDENCE PROVISIONS IN THE "GREEN BOOK', THE CONTRACTOR SHALL IMMEDIATELY REPORT SAID CONFLICT TO THE CITY ENGINEER FOR RESOLUTION. 3. ALL MATERIALS AND METHODS ARE SUBJECT TO THE APPROVAL OF THE CITY ENGINEER. 4. ADVANCE CONSTRUCTION SIGNING INDICATING DURATION OF PROJECT SHALL BE IN PLACE ONE WEEK PRIOR TO IMPLEMENTING DETOURS. 5. CONSTRUCTION PERMITS SHALL BE OBTAINED FROM THE CITY OF FONTANA COMMUNITY DEVELOPMENT DEPARTMENT, ENGINEERING DIVISION PRIOR TO THE START OF ANY WORK. INSPECTION COORDINATION SHALL BE REQUESTED AT LEAST TWO WORKING DAYS PRIOR TO THE START OF ANY WORK IN PUBLIC RIGHT-OF-WAY WITHIN THE CITY LIMITS. CALL (909) 350-7610. 6. THE CONTRACTOR SHALL CONFORM TO ALL TRAFFIC CONTROL POLICIES, METHODS AND PROCEDURES DESCRIBED IN THE STATE OF CALIFORNIA MANUAL OF TRAFFIC CONTROLS, LATEST NON -METRIC EDITION UNLESS OTHERWISE DIRECTED BY THE CITY TRAFFIC ENGINEER. 7. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN BARRICADES, DELINEATORS OR OTHER TRAFFIC CONTROL DEVICES AT ALL TIMES. 8. THE CONTRACTOR SHALL OBTAIN A PERMIT TO PERFORM EXCAVATION OR TRENCH WORK FOR TRENCHES 5 FEET OR GREATER IN DEPTH FROM THE CALIFORNIA STATE DIVISION OF INDUSTRIAL SAFETY. 9. THE WALLS AND FACES OF ALL EXCAVATIONS GREATER THAN FIVE (5) FEET IN DEPTH SHALL BE GUARDED BY SHORING, SLOPING OF THE GROUND OR OTHER APPROVED MEANS PURSUANT TO THE REQUIREMENTS OF THE DIVISION OF INDUSTRIAL SAFETY OF THE STATE OF CALIFORNIA. TRENCHES LESS THAN FIVE (5) FEET SHALL ALSO BE GUARDED WTIEN THE POTENTIAL EXISTS FOR GROUND MOVEMENT. 10.NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUBLIC RIGHT OF WAY WITHOUT OBTAINING A SEPARATE PERMIT FOR THAT PURPOSE. 11. THE LOCATIONS OF UTILITIES SHOWN HAVE BEEN DETERMINED FROM AVAILABLE INFORMATION, HOWEVER, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE, IN THE FIELD, THE TRUE LOCATION AND ELEVATION OF ANY EXISTING UTILITIES, AND TO EXERCISE PROPER PRECAUTION TO AVOID DAMAGE THERETO. THE CONTRACTOR SHALL CONTACT UNDERGROUND SERVICE ALERT AT 1-800-227-2600 TWO WORKING DAYS BEFORE EXCAVATION. 12. THE CONTRACTOR SHALL COORDINATE CONSTRUCTION WITH ALL UTILITY COMPANIES INCLUDING, BUT NOT LIMITED TO, GAS, TELEPHONE, ELECTRIC, CABLE TELEVISION, LANDSCAPING, LANDSCAPE IRRIGATION, DOMESTIC WATER, RECLAIMED WATER, SEWER, STORM DRAIN, FLOOD CONTROL AND CALTRANS. ALL UTILITY COMPANIES SHALL BE GIVEN TWO WORKING DAYS NOTICE PRIOR TO WORK AROUND THEIR FACILITIES. 13. THE CONTRACTOR SHALL NOT OPERATE ANY FIRE HYDRANT OR WATER MAIN VALVES WITHOUT APPROPRIATE AGENCY AUTHORIZATION. CONTRACTOR SHALL COORDINATE NTH THE APPROPRIATE WATER COMPANY FOR VALVE OPERATION AND WATER REQUIREMENTS. 14. STATIONING REFERS TO THE CENTERLINE OF STORM DRAIN EXCEPT WHERE OTHERWISE NOTED. 15. ADEQUATE CONSTRUCTION CONTROL STAKES SHALL BE SET BY THE ENGINEER TO ENABLE THE CONTRACTOR TO CONSTRUCT THE WORK TO THE PLAN GRADES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PRESERVATION OF BENCHMARKS AND CONSTRUCTION CONTROL STAKING DURING CONSTRUCTION. 16. THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS, MONUMENT TIES OR BENCH MARKS WITHOUT PRIOR NOTIFICATION TO THE CITY ENGINEER. 17. REMOVAL AND REPLACEMENT OF EXISTING SURVEY CONTROL, INCLUDING SURVEY MONUMENTS, MONUMENT TIES AND BENCH MARKS, SHALL BE DONE BY A REGISTERED CIVIL ENGINEER OR LICENSED LAND SURVEYOR. SURVEY MONUMENTS THAT WILL BE DESTROYED AS A RESULT OF THIS CONSTRUCTION SHALL BE REPLACED. THE CONTRACTOR SHALL NOTIFY THE ENGINEER ONE WEEK PRIOR TO CONSTRUCTION SO THAT TIES TO MONUMENTS CAN BE ESTABLISHED FOR LATER REPLACEMENT OF THE MONUMENT. 18. THE CONTRACTOR SHALL MAINTAIN ACCESS FOR LOCAL RESIDENTS AND BUSINESSES AT ALL TIMES. A MINIMUM 12 FOOT LANE SHALL BE MAINTAINED AT ALL TIMES IN THE CONSTRUCTION AREA FOR RESIDENTS AND EMERGENCY VEHICLES. 19. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN AN EFFECTIVE MEANS OF DUST CONTROL, INCLUDING ADEQUATE WATERING, AT ALL TIMES. 20.THE CONTRACTOR SHALL NOT CAUSE ANY EXCAVATED MATERIAL, MUD, SILT OR DEBRIS TO BE DEPOSITED ONTO PUBLIC OR PRIVATE PROPERTY ADJACENT TO THE RIGHT OF WAY DURING CONSTRUCTION WITHOUT PRIOR WRITTEN APPROVAL. 21.NO TRENCH BACKFILL SHALL TAKE PLACE WITHOUT PRIOR APPROVAL OF THE CITY INSPECTOR. 22.A GEOTECHNICAL ENGINEER SHALL CERTIFY ALL BACKFILL COMPACTION. FAILURE TO OBTAIN THE REQUIRED DENSITY SHALL REQUIRE RE -WORKING OF THAT PORTION OF THE WORK UNTIL THE SPECIFIED DENSITY IS OBTAINED. 23.CARE SHOULD BE TAKEN TO PREVENT GRADES, DITCHES, AND SWALES FROM UNDERMINING STREET IMPROVEMENTS. UPON INSPECTION OF THE SITE, THE CITY ENGINEER MAY REQUIRE TEMPORARY NON-ERODEABLE SWALES ENTERING OR LEAVING IMPROVEMENTS. 24.ALL EXPOSED CONCRETE SURFACES SHALL CONFORM IN GRADE, COLOR AND FINISH TO MATCH EXISTING CONCRETE. 25.NO OPEN TRENCH SHALL BE ALLOWED AT THE END OF THE DAY WITHOUT PRIOR APPROVAL OF THE CITY ENGINEER. 26.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL EXPOSE EXISTING FACILITIES, AND VERIFY ELEVATION AND LOCATION OF CONNECTIONS. CITY APPROVAL OF CONNECTIONS TO EXISTING FACILITIES DOES NOT IMPLY CORRECTNESS OF ELEVATIONS OR LOCATIONS SHOWN ON THE PLANS. 27.IF EXISTING UTILITIES OR ANY OTHER FACILITIES CONFLICT WITH THE PROPOSED IMPROVEMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND ALL AFFECTED AGENCIES IMMEDIATELY. 28.NO CONCRETE SHALL BE PLACED UNTIL THE FORMS AND REINFORCING STEEL HAVE BEEN PLACED, INSPECTED AND APPROVED. 29.ALL UNDERGROUND UTILITIES SHALL BE INSTALLED, TESTED AND APPROVED PRIOR TO PAVING OF STREETS. 30.APPROVED SOIL STERILANT IS REQUIRED UNDER ALL NEW ASPHALT PAVEMENT PRIOR TO PLACEMENT. 31. ALL MANHOLES, CLEANOUT FRAMES, COVERS AND VALVE BOXES SHALL BE RAISED TO FINISHED GRADE BY THE PAVING CONTRACTOR UPON COMPLETION OF PAVING. 32.UPON COMPLETION OF CONSTRUCTION, CONTRACTOR SHALL RESTORE ALL SIGNING, STRIPING, BARRICADES AND OTHER TRAFFIC CONTROL DEVICES TO THE SATISFACTION OF THE CITY TRAFFIC ENGINEER. 33.AS-BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ENGINEER OF RECORD, WHO SHALL PROVIDE RECORD DRAWINGS TO THE CITY ENGINEER. FONTANA, CA IFORNIA LJTILITY COWACTS SAN BERNARDINO COUNTY FLOOD CONTROL 825 E. THIRD STREET, ROOM 140 SAN BERNARDINO, CA 92415-0835 PHONE: (909) 387-8256 ATTN: TOM WILLIAMS FONTANA WATER COMPANY 15966 ARROW ROUTE FONTANA, CA 92355 PHONE: (909) 822-2201 ATTN: BRENDA FOWLER SOUTHERN CALIFORNIA GAS COMPANY 1981 W. LUGONIA AVE. REDLANDS, CA PHONE: (909) 335-7965 ATTN: ED SANTILLAN AT&T 1265 VAN BUREN ST. #180 ANAHEIM, CA 92807 PHONE: (714) 666-5614 ATTN: LEE QUEST SOUTHERN CALIFORNIA EDISON 7951 REDWOOD AVENUE FONTANA, CA 92336 PHONE: (909) 549-5345 ATTN: JEFF HUDSON TIME WARNER 17777 CENTER COURT DR. 8TH FLOOR CERRITOS, CA 90703 PHONE: (562) 677-0263 ATTN: JOHN CHRISTIANSEN FONTANA UNITED SCHOOL DISTRICT 9680 CITRUS AVENUE FONTANA, CA 92335 PHONE: (909) 357-5000 X 29455 ATTN: SHERRI WHITTEN INLAND EMPIRE UTILITY AGENCY FOR SEWER) 6075 KIMBALL AVENUE CHINO, CA 91708 PHONE: (909) 993-1696 ATTN: LIZA MUNOZ PWPAFED FOR GOODMAN BIRTCHER 18201 VON KARMAN AVE., SUITE 1170 IRVINE, CA 92612 PHONE: (949)407-0100 FAX: (949) 502-5505 SOILS ENGINEER - SOUTHERN CALIFORNIA GEOTECHNICAL SOILS & GEOTECHNICAL CONSULTANTS 22885 E. SAVI RANCH PARKWAY, SUITE E YORBA LINDA, CA 92887 PHONE: (714) 685-1115 FAX:(714)685-1118 TOLL FREE -qm- 1-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT REV. MANHOLE NATURAL GRADE PROPERTY LINE PULL BOX POWER POLE RIGHT OF WAY ROOF DRAIN TRANSFORMER PAD TOP OF BERM SLOPE STORM DRAIN SIGHT LINE STREET LIGHT TOP OF GRATE TOP OF CURB TOP OF SLOPE TOE OF SLOPE WATER METER WATER VALVE REVISION DESCRIPTION SANTA ANA AVE. JURUPA A VENUE INDEX MAP SCALE: 1 250' FILAN SAN BERNARDINO FRWY z SANTAI ANA C5 C JURUPA AVENUE CITY OF F 0 INTA J'\\]A VICINITY MAP N. T. S. STOW MAIN CONSTRUCTION NOTES OUANTMES 0 CONSTRUCT 18" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 61 L. F. D CONSTRUCT 24" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 75 L.F. D CONSTRUCT 36" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 67 L.F. 0 CONSTRUCT 54" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 24 L.F. D CONSTRUCT 60" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 42 L.F. D CONSTRUCT 90" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 1302 L.F. 0 CONSTRUCT 96" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 2460 L.F. CONSTRUCT 102" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 24 L.F. CONSTRUCT MANHOLE PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3011. 4 EA. LAJ CONSTRUCT MANHOLE PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3012. 6 EA. 0 CONSTRUCT JUNCTION STRUCTURE - PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3009. 5 EA. ABANDON IN PLACE. 2 EA. 0 CONSTRUCT CONCRETE COLLAR FOR RCP PER CITY OF FONTANA STD. PLAN 3022. 7 EA. 0 CONSTRUCT PIPE ANCHORS PER S.P.P.W.C. STD. DWG. NO. 221-2. 6 EA. Q REMOVE EXISTING CATCH BASIN. 2 EA. 4 EA. CONNECT TO EXISTING STORM DRAIN. QJ CONSTRUCT CURB OPENING CATCH BASIN PER CITY OF FONTANA STD. PLAN 3004, 4 EA. 0 "W" AND "V" PER PLAN. INSTALL PIPE CLOSURE PER S.B.C.F.C.D. STD. SP. 176A, SEE DETAIL ON SHEET 6. 6 EA. INSTALL STORM DRAIN INLET SIGNAGE PER CITY OF FONTANA STD. PLAN 6002. 4 EA. @ CONSTRUCT LOCAL DEPRESSION PER CITY OF FONTANA STD. PLAN 3003, CASE C. 4 EA. REMOVE EXISTING BULKHEAD, MANHOLE, STORM DRAIN AND APPURTENANCES. 3 EA. CONSTRUCT 84" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 48 L.F. CONSTRUCT TRANSITION STRUCTURE PER S.P.P.W.C. STD. DWG. NO. 340-2. 4 EA. CONSTRUCT MONOLITHIC CATCH BASIN CONNECTION PER CITY OF FONTANA STD. PLAN 3005. 1 EA. CONSTRUCT PRESSURE MANHOLE SHAFT AND PRESSURE PLATE PER CITY OF FONTANA STD. 1 EA. PLAN 3017. BASS OF BEARINGS - THE BASIS OF BEARINGS FOR THIS SURVEY IS THE CALIFORNIA STATE PLANE COORDINATE SYSTEM (CCS8J), ZONE 5, NORTH AMERICAN DATUM 198J (NAD8J) BASED LOCALLY ON CONTINUOUSLY OPERATING REFERENCE STATIONS (CORS) EMPP" AND "LORS" AS SHOWN HEREON (BASIS OF BEARINGS: N 81*2926" W). ALL BEARINGS SHOWN HEREON ARE GRID BEARINGS. BEW>i MAW: CITY Of- f-ONTANA BENCHMARK NO. "289" FOUND RAILROAD SPIKE IN THE NORTHWEST SIDE OF POWERPOLE NUMBER 61J19 AT THE NORTHEAST CORNER OF- THE INTEPSECPON OF SANTA ANA AVENUE AND CA TA WSA AVENUE I ELEVA770N = 10222' 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 DATE ENGR. CITY DATE STANDARDS IN EFFECT. y OFESS/Io-* R.C.E. NO ' 56155' j U)A Exp. 12-31-18 C/ V OF C \,\x Prepared Under The Supervision Of T171enes Englneel-lng, Inc. CNIL ENGINEERING -LAND SURVEnNG 1434-9 FIRESTONE BOULEVARD LA MIRADA, CALIFORNIA 906J8 PH.(714)521-4811 FAX(714)521-417J SHEET INDEX I ND PRIVATE ENCINEER'S NOTE TO CONTRACTOR A.B. AGGREGATE BASE M.H. SHEET - CONSTRUCTION NOTES & QUANTITY ESTIMATES A.C. ASPHALT CONCRETE N.G. THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES, CONDUITS, B. C. R. BEGINNING OF CURVE STA OR STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY A SEARCH OF THE 3 PLAN IP_ AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE THERE ARE NO EXISTING BLDG BUILDING PB UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR IS REQUIRED B. 0. W. BOTTOM OF WALL P. P. TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN ON B.W. BACK OF WALK R/WTHESEDRAWINGS. THE CONTRACTOR FURTHER ASSUMES ALL LIABILITY AND 5 PLAN AND RESPONSIBILITY FOR THE UTILITY PIPES, CONDUITS OR STRUCTURES SHOWN ON C. L. F. CHAIN LINK FENCE R. D. THESE DRAWINGS. CONC. CONCRETE TRANS PAD AND C. F. CURB FACE T. B. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY 19+00.00 TO STA 23+64.52 7 PROFILE VIEW OF STORM FOR JOB SITE CONDITIONS DURING COURSE OF CONSTRUCTION OF THIS PROJECT, C. B. CATCH BASIN S = INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL CENTERLINE S. D. APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND THAT E. C. R. END OF CURVE S. L. THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE COUNTY OF SAN EXIST. EXISTING ST. LT. BERNARDINO, THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, E. P. EDGE OF PAVEMENT T. G. EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE F. G. FINISH GRADE T. C. ENGINEER. F. F. FINISH FLOOR TOP F. L. FLOW LINE TOE F. S. FINISH SURFACE WIVI F. H. FIRE HYDRANT wV G. B. GRADE BREAK H.C. HANDICAP H.P. HIGH POINT INV. INVERT PWPAFED FOR GOODMAN BIRTCHER 18201 VON KARMAN AVE., SUITE 1170 IRVINE, CA 92612 PHONE: (949)407-0100 FAX: (949) 502-5505 SOILS ENGINEER - SOUTHERN CALIFORNIA GEOTECHNICAL SOILS & GEOTECHNICAL CONSULTANTS 22885 E. SAVI RANCH PARKWAY, SUITE E YORBA LINDA, CA 92887 PHONE: (714) 685-1115 FAX:(714)685-1118 TOLL FREE -qm- 1-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT REV. MANHOLE NATURAL GRADE PROPERTY LINE PULL BOX POWER POLE RIGHT OF WAY ROOF DRAIN TRANSFORMER PAD TOP OF BERM SLOPE STORM DRAIN SIGHT LINE STREET LIGHT TOP OF GRATE TOP OF CURB TOP OF SLOPE TOE OF SLOPE WATER METER WATER VALVE REVISION DESCRIPTION SANTA ANA AVE. JURUPA A VENUE INDEX MAP SCALE: 1 250' FILAN SAN BERNARDINO FRWY z SANTAI ANA C5 C JURUPA AVENUE CITY OF F 0 INTA J'\\]A VICINITY MAP N. T. S. STOW MAIN CONSTRUCTION NOTES OUANTMES 0 CONSTRUCT 18" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 61 L. F. D CONSTRUCT 24" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 75 L.F. D CONSTRUCT 36" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 67 L.F. 0 CONSTRUCT 54" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 24 L.F. D CONSTRUCT 60" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 42 L.F. D CONSTRUCT 90" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 1302 L.F. 0 CONSTRUCT 96" R.C.P. BEDDING AND TRENCH REPAIR PER CI TY OF FONTANA STD. 1008. 2460 L.F. CONSTRUCT 102" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 24 L.F. CONSTRUCT MANHOLE PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3011. 4 EA. LAJ CONSTRUCT MANHOLE PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3012. 6 EA. 0 CONSTRUCT JUNCTION STRUCTURE - PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3009. 5 EA. ABANDON IN PLACE. 2 EA. 0 CONSTRUCT CONCRETE COLLAR FOR RCP PER CITY OF FONTANA STD. PLAN 3022. 7 EA. 0 CONSTRUCT PIPE ANCHORS PER S.P.P.W.C. STD. DWG. NO. 221-2. 6 EA. Q REMOVE EXISTING CATCH BASIN. 2 EA. 4 EA. CONNECT TO EXISTING STORM DRAIN. QJ CONSTRUCT CURB OPENING CATCH BASIN PER CITY OF FONTANA STD. PLAN 3004, 4 EA. 0 "W" AND "V" PER PLAN. INSTALL PIPE CLOSURE PER S.B.C.F.C.D. STD. SP. 176A, SEE DETAIL ON SHEET 6. 6 EA. INSTALL STORM DRAIN INLET SIGNAGE PER CITY OF FONTANA STD. PLAN 6002. 4 EA. @ CONSTRUCT LOCAL DEPRESSION PER CITY OF FONTANA STD. PLAN 3003, CASE C. 4 EA. REMOVE EXISTING BULKHEAD, MANHOLE, STORM DRAIN AND APPURTENANCES. 3 EA. CONSTRUCT 84" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 48 L.F. CONSTRUCT TRANSITION STRUCTURE PER S.P.P.W.C. STD. DWG. NO. 340-2. 4 EA. CONSTRUCT MONOLITHIC CATCH BASIN CONNECTION PER CITY OF FONTANA STD. PLAN 3005. 1 EA. CONSTRUCT PRESSURE MANHOLE SHAFT AND PRESSURE PLATE PER CITY OF FONTANA STD. 1 EA. PLAN 3017. BASS OF BEARINGS - THE BASIS OF BEARINGS FOR THIS SURVEY IS THE CALIFORNIA STATE PLANE COORDINATE SYSTEM (CCS8J), ZONE 5, NORTH AMERICAN DATUM 198J (NAD8J) BASED LOCALLY ON CONTINUOUSLY OPERATING REFERENCE STATIONS (CORS) EMPP" AND "LORS" AS SHOWN HEREON (BASIS OF BEARINGS: N 81*2926" W). ALL BEARINGS SHOWN HEREON ARE GRID BEARINGS. BEW>i MAW: CITY Of- f-ONTANA BENCHMARK NO. "289" FOUND RAILROAD SPIKE IN THE NORTHWEST SIDE OF POWERPOLE NUMBER 61J19 AT THE NORTHEAST CORNER OF- THE INTEPSECPON OF SANTA ANA AVENUE AND CA TA WSA AVENUE I ELEVA770N = 10222' 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 DATE ENGR. CITY DATE STANDARDS IN EFFECT. y OFESS/Io-* R.C.E. NO ' 56155' j U)A Exp. 12-31-18 C/ V OF C \,\x Prepared Under The Supervision Of T171enes Englneel-lng, Inc. CNIL ENGINEERING -LAND SURVEnNG 1434-9 FIRESTONE BOULEVARD LA MIRADA, CALIFORNIA 906J8 PH.(714)521-4811 FAX(714)521-417J SHEET INDEX I TITLE SHEET - CONSTRUCTION NOTES & QUANTITY ESTIMATES 2 PLAN AND PROFILE LINE A" STA 8+30.71 TO STA 16+00.00 3 PLAN AND PROFILE LINE A" STA 16+00.00 TO STA 25+00.00 4 PLAN AND PROFILE LINE A" STA 25+00.00 TO STA 34+14.16 5 PLAN AND PROFILE LINE B" STA 10+00.00 TO STA 19+00.00 6 PLAN AND PROFILE LINE B" STA 19+00.00 TO STA 23+64.52 7 PROFILE VIEW OF STORM DRAIN LATERALS WDID# 8 36C374407 BWWDate :45/JJJL3 CHECKED B) REINHARD STENZEL RCE NO. 56155 MR DR 13-018 CITY OF FONTANA, CALIFORNIA STORM DRAIN IMPROVEMENT PLAN OLEANDER AVENUE & SCALE: AS SHOWN SANTA ANA AVENUE DATE: PUBUC )$TQOM DRAIN AXPPR VED DATE" i_ DRAWING NO.: 5709CITYENGINEERR.C.E. 51152 co!: C', 1100=577.00 CF Vmax=11.5 FPS 1040 1030 l_0_0 -YR STA. 10+51.94 HGL EX ELECTRIC 1042.01) INV 12" V SD LINE "A* 1024.10 INV. S=0.0050 C) U') coLo cc L0 c C) =)PO ccqCNc CD Uja_:z F-5 C14LLJC'> F- Mm_ V) ilj? Lr, C, q n CONST. 46.09 L.F. I- - _STA. 10+ 73.63 EX 17 3 8' WATER 104/ 0. 70 BOT) 0! 0- 04C) 96" RCP D-1500 10+00 11+00 OL EANID R VENUE EX C13 EX CB STA 10+1"4 EX 18" SD EX GAS* END pip 1027.73 INVEX8" WATER EX 18 SD N19'30'10"E 36" RCP S: 71v STA. 10+C 1 3PO+16.2 10'2% INNTD PIPE 1043.71 INVI EX 3" GAS N 0-22WW 1 11--e DLIJ8" SEWER BY 10Z HI 11 7011 ARS\ EX 17m WATER SEE SHEET 4 S'cj.()?.02 CONST. 372.83 L.F. - 90" RCP D-1500 12+00 13+00 11 30 EX R/W M.H. DATA A=70' D2=8.00' 8=3.00' R=1026.93 C=2.42' S=1026.90 D 1 = 7.50' j TOLL FREE 1-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT REV. 14+00 I,- C> a; ;i. j V) U EXls*nNG GRADE1iI 1 00 -YR HGL q- (3- C'4 Lz C C'4rl) F- L0 C) VA LINE "B" 15+00 16+00 S=0.0081 90" 6, Tj c ro CD C:, CO CD 001050- 6 + CD C> 4 U) cn Ln d- U I Ll z :z STA. 10+12.76 \PROPOSEDEX2" GA EXISTING GRADE 1043.66 BOT GRADEBOT 1040 1030 l_0_0 -YR STA. 10+51.94 HGL EX ELECTRIC 1042.01) INV 12" V SD LINE "A* 1024.10 INV. S=0.0050 C) U') coLo cc L0 c C) =)PO ccqCNc CD Uja_:z F-5 C14LLJC'> F- Mm_ V) ilj? Lr, C, q n CONST. 46.09 L.F. I- - _STA. 10+ 73.63 EX 17 3 8' WATER 104/ 0. 70 BOT) 0! 0- 04C) 96" RCP D-1500 10+00 11+00 OL EANID R VENUE EX C13 EX CB STA 10+1"4 EX 18" SD EX GAS* END pip 1027.73 INVEX8" WATER EX 18 SD N19'30'10"E 36" RCP S: 71v STA. 10+C 1 3PO+16.2 10'2% INNTD PIPE 1043.71 INVI EX 3" GAS N 0-22WW 1 11--e DLIJ8" SEWER BY 10Z HI 11 7011 ARS\ EX 17m WATER SEE SHEET 4 S'cj.()?.02 CONST. 372.83 L.F. - 90" RCP D-1500 12+00 13+00 11 30 EX R/W M.H. DATA A=70' D2=8.00' 8=3.00' R=1026.93 C=2.42' S=1026.90 D 1 = 7.50' j TOLL FREE 1-800-227-2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT REV. 14+00 I,- C> a; ;i. j V) U EXls*nNG GRADE1iI 1 00 -YR HGL q- (3- C'4 Lz C C'4rl) F- L0 C) VA LINE "B" 15+00 16+00 S=0.0081 90" 6, SANTA ANA AVENUE F 17+00 CONTRACTOR SHALL VERIFY LOCATIONS AND ELEVATION', OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. 18+00 STORM DRAIN CURVE DATA j --- NM DELTA RADIUS TANGENT LENGTH D 1 45'00'00' 45.00' 18.64' 35.34' 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 REVISION DESCRIPTION DATE ENGR. I CITY I DATE STANDARDS IN EFFECT. PROFILE SCALE: T jt4 HORIZ. - 1 = 40' VERT. - 1" = 4' 19+00 STORM DRAIN CONSTRUC110N NOTES 0 CONSTRUCT 18" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 0 CONSTRUCT 24" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. D CONSTRUCT 36" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. G CONSTRUCT 54" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 0 0 CONSTRUCT 60" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. D CONSTRUCT 90" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 0 CONSTRUCT 96" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. D CONSTRUCT 102" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. CONSTRUCT MANHOLE PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3011. E-4 CONSTRUCT MANHOLE PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3012. CONSTRUCT JUNCTION STRUCTURE - PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3009. Q ABANDON IN PLACE. CONSTRUCT CONCRETE COLLAR FOR RCIP PER CITY OF FONTANA STD. PLAN 3022. CONSTRUCT PIPE ANCHORS PER S.P.P.W.C. STD. DWG. NO. 221-2. REMOVE EXISTING CATCH BASIN. F-4 CONNECT TO EXISTING STORM DRAIN. CONSTRUCT CURB OPENING CATCH BASIN PER CITY OF FONTANA STD. PLAN 3004, W" AND "V" PER PLAN. INSTALL PIPE CLOSURE PER S.B.C.F.C.D. STD. SP. 176A, SEE DETAIL ON SHEET 6. INSTALL STORM DRAIN INLET SIGNAGE PER CITY OF FONTANA STD. PLAN 6002. @ CONSTRUCT LOCAL DEPRESSION PER CITY OF FONTANA STD. PLAN 3003, CASE C. 0 REMOVE EXISTING BULKHEAD, MANHOLE, STORM DRAIN AND APPURTENANCES. 22 CONSTRUCT 84" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 23 CONSTRUCT TRANSITION STRUCTURE PER S.P.P.W.C. STD. DWG. NO. 340-2. 24 CONSTRUCT MONOLITHIC CATCH BASIN CONNECTION PER CITY OF FONTANA STD. PLAN 3005. 25 CONSTRUCT PRESSURE MANHOLE SHAFT AND PRESSURE PLATE PER CITY OF FONTANA STD. PLAN 3017. 0 20 40 80 120 SCALE: 1 "=40' WDID# 8 36C374407 DR 13-018 WESSI 41 Prepared Under The Supervision Of U I T OF FUN 1/AN/A, U/ALIFUMNI/A S' lb T17ienes Englnearing, Inc. STORM DRAIN IMPROVEMENT PLAN CIOL ENGINEERING -LAND SURVEYING 14J49 FIRESTONE BOULEVARD DRAWN BY: SCALE: T\ I LA MIRADA, CALIFORNIA 906J8 r- ;V PH.(714)521-4811 FAX(714)521-417,J mc SANTA ANAAVENUE AS SHOYMR.C.E. NO. 56155 DESIGNED By LINE 9913's DATE: LP Exp. 12-31-18 BW _STA 10+OQ.00, TO 19+00.00 OF c N\ r) tp - i; -/l tg CHECKED BY: AP P DRAWING NO -:5 REINHARD STENZEL RCE NO. 56155 DATE: 5709 I MR CITY ENG1111fIR R.C.E. 51152 N_ c 0 PO z OD 11 * 04 0.0D 0(5 Tj 4 10 5 0 I I I t I Ft 4- T_ 1040 1035.74 INV E-4 t 1030 CL - c:) UJCDcnm_ 0_ CL P (D-1350) t CONST. 33.64 -L.F. RCP (D-1350) F 7-T j ItT SANTA ANA AVENUE F 17+00 CONTRACTOR SHALL VERIFY LOCATIONS AND ELEVATION', OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. 18+00 STORM DRAIN CURVE DATA j --- NM DELTA RADIUS TANGENT LENGTH D 1 45'00'00' 45.00' 18.64' 35.34' 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 REVISION DESCRIPTION DATE ENGR. I CITY I DATE STANDARDS IN EFFECT. PROFILE SCALE: T jt4 HORIZ. - 1 = 40' VERT. - 1" = 4' 19+00 STORM DRAIN CONSTRUC110N NOTES 0 CONSTRUCT 18" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 0 CONSTRUCT 24" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. D CONSTRUCT 36" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. G CONSTRUCT 54" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 0 0 CONSTRUCT 60" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. D CONSTRUCT 90" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 0 CONSTRUCT 96" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. D CONSTRUCT 102" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. CONSTRUCT MANHOLE PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3011. E-4 CONSTRUCT MANHOLE PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3012. CONSTRUCT JUNCTION STRUCTURE - PIPE -TO -PIPE PER CITY OF FONTANA STD. PLAN 3009. Q ABANDON IN PLACE. CONSTRUCT CONCRETE COLLAR FOR RCIP PER CITY OF FONTANA STD. PLAN 3022. CONSTRUCT PIPE ANCHORS PER S.P.P.W.C. STD. DWG. NO. 221-2. REMOVE EXISTING CATCH BASIN. F-4 CONNECT TO EXISTING STORM DRAIN. CONSTRUCT CURB OPENING CATCH BASIN PER CITY OF FONTANA STD. PLAN 3004, W" AND "V" PER PLAN. INSTALL PIPE CLOSURE PER S.B.C.F.C.D. STD. SP. 176A, SEE DETAIL ON SHEET 6. INSTALL STORM DRAIN INLET SIGNAGE PER CITY OF FONTANA STD. PLAN 6002. @ CONSTRUCT LOCAL DEPRESSION PER CITY OF FONTANA STD. PLAN 3003, CASE C. 0 REMOVE EXISTING BULKHEAD, MANHOLE, STORM DRAIN AND APPURTENANCES. 22 CONSTRUCT 84" R.C.P. BEDDING AND TRENCH REPAIR PER CITY OF FONTANA STD. 1008. 23 CONSTRUCT TRANSITION STRUCTURE PER S.P.P.W.C. STD. DWG. NO. 340-2. 24 CONSTRUCT MONOLITHIC CATCH BASIN CONNECTION PER CITY OF FONTANA STD. PLAN 3005. 25 CONSTRUCT PRESSURE MANHOLE SHAFT AND PRESSURE PLATE PER CITY OF FONTANA STD. PLAN 3017. 0 20 40 80 120 SCALE: 1 "=40' WDID# 8 36C374407 DR 13-018 WESSI 41 Prepared Under The Supervision Of U I T OF FUN 1/AN/A, U/ALIFUMNI/A S' lb T17ienes Englnearing, Inc. STORM DRAIN IMPROVEMENT PLAN CIOL ENGINEERING -LAND SURVEYING 14J49 FIRESTONE BOULEVARD DRAWN BY: SCALE: T\ I LA MIRADA, CALIFORNIA 906J8 r- ;V PH.(714)521-4811 FAX(714)521-417,J mc SANTA ANAAVENUE AS SHOYMR.C.E. NO. 56155 DESIGNED By LINE 9913's DATE: LP Exp. 12-31-18 BW _STA 10+OQ.00, TO 19+00.00 OF c N\ r) tp - i; -/l tg CHECKED BY: AP P DRAWING NO -:5 REINHARD STENZEL RCE NO. 56155 DATE: 5709 I MR CITY ENG1111fIR R.C.E. 51152 N_ c 0 PO z OD 11 * 04 0.0D 0(5 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 300-301 300X.DAT * ************************************************************************** FILE NAME: C:\XDRIVE\3615\300X.DAT TIME/DATE OF STUDY: 16:44 08/19/2022 ============================================================================ 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 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 643.00 ELEVATION DATA: UPSTREAM(FEET) = 1057.00 DOWNSTREAM(FEET) = 1048.51 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.003 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.429 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 "3-4 DWELLINGS/ACRE" B 4.08 0.45 0.60 76 13.00 RESIDENTIAL "3-4 DWELLINGS/ACRE" B 4.65 0.45 0.60 76 13.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 24.81 TOTAL AREA(ACRES) = 8.73 PEAK FLOW RATE(CFS) = 24.81 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.73 TC(MIN.) = 13.00 EFFECTIVE AREA(ACRES) = 8.73 AREA-AVERAGED Fm(INCH/HR)= 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 24.81 ============================================================================ ============================================================================ 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 300-312 300P.DAT * ************************************************************************** FILE NAME: C:\XDRIVE\3615\300P.DAT TIME/DATE OF STUDY: 16:35 08/19/2022 ============================================================================ 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 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 761.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.49 DOWNSTREAM(FEET) = 1048.61 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.424 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.706 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 B 5.77 0.45 0.10 76 11.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 19.01 TOTAL AREA(ACRES) = 5.77 PEAK FLOW RATE(CFS) = 19.01 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1043.92 DOWNSTREAM(FEET) = 1043.14 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.58 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.01 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 12.08 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 981.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN) = 12.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.584 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.38 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.21 EFFECTIVE AREA(ACRES) = 6.15 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.15 PEAK FLOW RATE(CFS) = 19.59 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 312.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1043.14 DOWNSTREAM(FEET) = 1042.99 FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.54 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.59 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 12.22 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 312.00 = 1028.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 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.) = 12.22 RAINFALL INTENSITY(INCH/HR) = 3.56 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 6.15 TOTAL STREAM AREA(ACRES) = 6.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.59 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 369.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.47 DOWNSTREAM(FEET) = 1049.37 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.613 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.728 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 B 2.07 0.45 0.10 76 7.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 8.72 TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 8.72 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1046.08 DOWNSTREAM(FEET) = 1042.99 FLOW LENGTH(FEET) = 678.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.18 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.72 PIPE TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 9.79 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 312.00 = 1047.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 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.) = 9.79 RAINFALL INTENSITY(INCH/HR) = 4.06 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.07 TOTAL STREAM AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.72 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.59 12.22 3.559 0.45( 0.05) 0.10 6.2 300.00 2 8.72 9.79 4.065 0.45( 0.05) 0.10 2.1 310.00 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 27.21 12.22 3.559 0.45( 0.05) 0.10 8.2 300.00 2 26.68 9.79 4.065 0.45( 0.05) 0.10 7.0 310.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.21 Tc(MIN.) = 12.22 EFFECTIVE AREA(ACRES) = 8.22 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.22 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 312.00 = 1047.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.22 TC(MIN.) = 12.22 EFFECTIVE AREA(ACRES) = 8.22 AREA-AVERAGED Fm(INCH/HR)= 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 27.21 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.68 9.79 4.065 0.45( 0.05) 0.10 7.0 310.00 2 27.21 12.22 3.559 0.45( 0.05) 0.10 8.2 300.00 ============================================================================ ============================================================================ 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 320-321 320P.DAT * ************************************************************************** FILE NAME: C:\XDRIVE\3615\320P.DAT TIME/DATE OF STUDY: 16:41 08/19/2022 ============================================================================ 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 320.00 TO NODE 321.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 576.00 ELEVATION DATA: UPSTREAM(FEET) = 1052.68 DOWNSTREAM(FEET) = 1045.06 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.314 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.549 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" B 0.51 0.31 1.00 84 21.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.03 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.51 TC(MIN.) = 21.31 EFFECTIVE AREA(ACRES) = 0.51 AREA-AVERAGED Fm(INCH/HR)= 0.31 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 1.03 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 APPENDIX C HYDROLOGY MAP