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Home My WebLink AboutAppendix L - Hydrology Report Thienes Engineering, Inc. CIVIL ENGINEERING LAND SURVEYING PRELIMINARY HYDROLOGY CALCULATIONS FOR SANTA ANA AVENUE INDUSTRIAL BUILDING SANTA ANA AVENUE AND BANANA AVENUE FONTANA, CA 92337 PREPARED FOR BIRTCHER DEVELOPMENT 450 NEWPORT CENTER DRIVE, SUITE 220 NEWPORT BEACH, CA 92660 PHONE: (949) 440-1052 AUGUST 30, 2021 JOB NO. 3899 PREPARED BY THIENES ENGINEERING 14349 FIRESTONE BLVD. LA MIRADA, CALIFORNIA 90638 PHONE: (714) 521-4811 FAX: (714) 521-4173 PRELIMINARY HYDROLOGY CALCULATIONS FOR SANTA ANA AVENUE INDUSTRAIL BUILDING PREPARED UNDER THE SUPERVISION OF __________________________________________ REINHARD STENZEL DATE: R.C.E. 56155 EXP. 12/31/2021 INTRODUCTION A: PROJECT LOCATION The project site is located southwest of the Santa Ana Avenue and Banana Avenue intersection, in the Fontana, California. Please see following page for vicinity map. B: STUDY PURPOSE The purpose of this study is to determine the existing condition and proposed condition 25-year and 100-year peak flow rates from the project site that drains to an existing storm drain system in Banana Avenue. C: PROJECT STAFF: Thienes Engineering staff involved in this study include: Reinhard Stenzel Kristie Ferronato DISCUSSION Project Description The project site is approximately 13.4 acres in total. Proposed improvements include a 325,566 square foot building with trailer parking in along the southern property line. Vehicle parking will be along the east drive aisle. Landscape areas will be along the perimeter and throughout the site. Storm Drain Improvement Plan The City of Fontana Storm Drain Improvement Plan, Drawing No. 5555, was prepared by AECOM and shows the construction of a 72-inch to 78-inch R.C.P. in Banana Avenue. The storm drain plan and drainage report indicate that the downstream portion of the Banana Avenue storm drain does not have a 100-year capacity at this time. The project site is tabled to this existing storm drain, with northwest portion expected to confluence near Rancho Court and the southeast portion tabled to join at Rose Avenue. A single new connection is proposed north of Rose Avenue near the project’s driveway along Banana Avenue. The existing storm drain was modeled to confirm the relocation of the flow connecting upstream would not cause and significant impact. See appendix “A” for the existing storm drain plans and related hydrology maps. Existing Conditions The project site consists of several lots that are used for vehicle, trailer, and equipment storage. Residential homes, storage facilities, and office buildings are located throughout the site. The site is largely unpaved and consists of compacted soil. The site generally drains to the south. Three drainage areas were established to represent the site topography. The western subarea drains to the southwesterly (nodes 100-101). The existing condition 25-year and 100-year peak flows rate from the western subarea are respectively approximately 19.3 cfs and 24.8 cfs. The central and southeastern portion of the site drains southeasterly towards the property to the south (nodes 120-121). The existing condition 25-year and 100-year peak flows rate from this subarea are respectively approximately 9.7 cfs and 12.5 cfs. The northeastern subarea drains to the westerly towards the rear of the property, then turns southerly where it eventually meets a gutter. The gutter runs southeasterly to the southern side of the existing structure where it continues easterly towards Banana Avenue (nodes 120-121). The existing condition 25-year and 100-year peak flows rate from this subarea are respectively approximately 5.9 cfs and 7.6 cfs. The total existing condition discharge from the project site is approximately 34.9 cfs for the 25-year storm event and 44.9 cfs for the 100-year storm event. See Appendix “B” for the existing condition hydrology calculations and Appendix “D” for an existing condition hydrology map. Proposed Conditions The southern portion of the building will drain southerly towards the truck yard along with the eastern and western drive aisle. The runoff will be collected by proposed catch basins in the truck yard. The private storm drain will be extended up the western drive aisle then easterly along the north side of the building. The roof drains along the north side of the building will be hard lined to this storm drain. The proposed storm drain will connect to the existing 72-inch storm drain in Banana Avenue. The 25-year and 100-year peak flow rates from the project site area respectively approximately 33.6 cfs and 43.3 cfs. See Appendix “B” for the proposed condition hydrology calculations and Appendix “D” for a proposed condition hydrology map. Detention Since the ultimate improvements in the downstream storm drain system are not completed, the peak discharge flow will be limited to the 25-year storm event. This can be by utilizing the 0.5 acre-feet of storage at an approximate depth of 1.3 feet. This will limit the peak flow discharge to approximately 25.6 cfs. This is less than the 25-year peak flow rate. Pipes will be sized to limit runoff into the onsite storm drain system for each of the detention areas. The detention analysis will be updated with the final grading and storm drain designs. The truck yard and trailer parking areas can provide the required storage volume. See appendix “C” for the detention calculations. Methodology Hydrology calculations were computed using Advanced Engineering Software’s (AES) Rational Method Hydrology program for San Bernardino County. Hydrographs and detention calculations were computed using AES’s Small Area Unit Hydrograph program. The soil type is “A” per the San Bernardino Hydrology Manual. See appendix “A” for reference material. APPENDIX DESCRIPTION A REFERENCE MATERIAL B HYDROLOGY CALCULATIONS C DETENTION CALCULATIONS D HYDROLOGY MAPS FINAL DRAINAGE REPORT BANANA AVE SD Improvements From Jurupa Ave to North of Santa Ana Ave PROJECT NO. 6043915 Prepared for: City of Fontana 8353 Sierra Ave Fontana, CA 92401 Prepared by: AECOM 901 Via Piemonte, Suite 500 Ontario, California 91764 May 1, 2017 100% Submittal Banana Ave SD Improvements Drainage Report AECOM ii This Drainage Study Report has been prepared by or under the direction of the following registered civil engineer. The undersigned civil engineer attests to the technical information contained herein and the engineering data upon which recommendations, conclusions, and decisions are based: __________________________________ _______________ Michael Andersen, Registered Civil Engineer Date Banana Ave SD Improvements Drainage Report AECOM iii TABLE OF CONTENTS I.BACKGROUND ………………………………………………………………………………… 1 II.HYDROLOLOGY ………………………………………………………………………………. 1 III.EXISTING CONDITION ………………………………………………………………………. 2 IV.PROPOSED CONDITION ……………………………………………………………………... 3 V.CONCLUSIONS & RECOMMENDATION ………………………………………………….. 8 VI.LIMITATION ……………………………………………………………………………………. 8 APPENDICES APPENDIX A:HYDROLOGY APPENDIX B:STREET HYDRAULICS APPENDIX C:WSPG APPENDIX D:AS-BUILT SD PLANS APPENDIX E:PROPOSED SD IMPROVEMENT PLANS Banana Ave Storm Drain, Fontana CA Page 1 of 8 This drainage report is in support of the Banana Ave storm drain project in Fontana, California. The proposed storm drain main line in Banana Avenue that will extend the existing storm drain from Jurupa Avenue to north of Santa Ana Avenue. BACKGROUND A Master Storm Drainage Plan was prepared by Hall & Foreman, Inc. in June of 1992 for the City of Fontana. The purpose of the report was to provide planning for major facilities within the City of Fontana and within the City’s sphere of influence. The major drains in the Master Storm Drainage Plan system were designed for the 100-year storm event. However, some of the drains within the north-south streets were designed for a 25-year capacity. There are several major master plan facilities within this study area including the De Clez Flood Control Drainage Facilities and Basin. The existing De Clez Flood Control Drainage Facilities were designed for a capacity of 100-year storm event while laterals tributary to this system were designed for capacity of the 25-year storm event. The Banana Avenue Storm drain is one the lateral tributary to De Clez Channel and is anticipated to be designed to convey runoffs from the 25-year storm events. HYDROLOGY The tributary area to Banana Avenue north of Jurupa Avenue has been delineated as 579 acres bounded by Interstate 10 on the north, Cherry Avenue on the east, Calabash Avenue on the west and Jurupa Avenue on the south. According to the preliminary design prepared by the San Bernardino County Flood Control District, it was determined that the extension of the existing system from the storm drain junction structure at Jurupa Avenue and Banana Avenue is adequate to intercept less than the 10- year storm event which is not consistent with the City of Fontana Master Storm Drain Plan. The City understands the limitation of the existing system but would like to modify the connection point and size of the proposed system to accommodate the existing 25-year storm event and to plan for future improvements to accommodate 100-year storm event. To determine the runoff from this tributary area, Advanced Engineering Software was used to create a Rational Method hydrologic model for 25-year storm event for the existing condition and the 100-year storm event for the ultimate condition. The existing Q25 peak in Banana Ave Storm Drain, Fontana CA Page 2 of 8 Banana Ave just south of Jurupa Ave has been modeled as Q25 = 635.12 cfs and the ultimate Q100 peak is Q100 = 1,144.10 cfs. See Appendix A for the analysis. For the existing condition model, we utilized the existing development within this area which consists of a mix of homes, business and light industrial on large lots. For the ultimate condition, the development within the area was determined as industrial as per the City general plan. The soil within this area is considered to be a type “A” with low runoff potential and having high infiltration rates. This model incorporates the San Bernardino County Hydrology Manual methodology to evaluate the existing development conditions. Soil type “A” per the Soils Group Maps in the SB County Hydrology Manual and the Isohyetal maps were used for determining historical rainfall intensities. EXISTING CONDITION Storm Drain facilities currently exist within Jurupa Avenue and Banana Avenue south of Jurupa Avenue. The As-Built dated December 1985 indicates that an 84” RCP storm drain main line was constructed starting at the De Clez Flood Control Channel and then north in Banana Avenue to Marlay Avenue transitions to a 78” RCP. The existing 78” RCP in Banana Ave currently ends at Jurupa Avenue in a wye junction structure. From the wye structure, an existing 66” RCP extends east along Jurupa Avenue collecting storm water in catch basins along the Avenue, on Almond Avenue at the intersection with Jurupa Avenue and ending at catch basins in a sump (low point) in Jurupa Avenue in-between Almond & Cherry Avenues. Junctioned to the existing 66” RCP is an existing 24” RCP connected to catch basins on Banana Avenue just north of the intersection with Jurupa Avenue. Also from the wye structure, a 60” RCP extends west along Jurupa Avenue to a sump (low point) in Jurupa Avenue just before Calabash Avenue then ending at catch basins in Calabash Avenue at the intersection with Jurupa Avenue. The existing system collects runoff from the tributary area south of Jurupa Avenue via inlets along Banana Ave. The runoff from tributary area north of Jurupa Avenue are conveyed southerly within the streets and collected into the system via inlets along Jurupa Avenue as described above. In evaluating the capacity of the existing storm drain system and utilizing the as-built, for the geometric configuration and size of the system, it has been determined that the system has Banana Ave Storm Drain, Fontana CA Page 3 of 8 the capacity of 640 cfs which does not meet 25-year storm event for the ultimate condition. The existing storm drain system accommodates only the 25-year storm event for the existing condition only. PROPOSED CONDITION The proposed improvements extend the existing drainage system north in Banana Ave from Jurupa Avenue to north of Santa Ana Avenue. This extension meets with the City Master Storm Drainage Plan. Storm water is collected where needed along Banana Avenue, on Durian Ave, Rancho Court, from a low point in Santa Ana Avenue just west of Banana Avenue and collect all the accumulated runoff in Banana Avenue just north of Santa Ana Avenue. Per City of Fontana design guidelines, the street section top-of-curb capacity and its drainage system are to convey the 25-Year storm event while the street section right-of-way to right-of-way capacity and the drainage system are to convey the 100-years storm event. Our evaluation of the street capacity for both Ultimate Banana Avenue as an Industrial collector with an ultimate right-of-way width of 80’ and ultimate Santa Ana Avenue as secondary highway with an ultimate right-of-way width of 92’ as shown in Figure1 and Figure 2. Figure-1 - Ultimate section for Banana Avenue (Industrial Collector Street) Figure-2 - Ultimate section for Santa Ana Avenue (Secondary Highway) Banana Ave Storm Drain, Fontana CA Page 4 of 8 The Street capacity calculations were based on manning’s equation and the slopes were determined from the topographic mapping. The slopes of 1.32% and 0.25% were used for Banana Avenue and Santa Ana Avenue respectfully. Banana Ave Street Capacity Calculations Street Capacity up to top of Curb (25-Year Storm event) Q = 1.486/n A R2/3 S1/2 = 1.486/.015 (17.55) (17.55/112.99)2/3 (0.0132)1/2 = 57.7 cfs Street Capacity up to R/W (100-Year Storm Event) Q = 1.486/n A R2/3 S1/2 = 1.486/.015 (33.87) (33.87/160.99)2/3 (0.0132)1/2 = 136.4 cfs Santa Ana Ave Street Capacity Calculations Street Capacity up to top of Curb (25-Year Storm event) Q = 1.486/n A R2/3 S1/2 = 1.486/.015 (17.98) (17.98/136.99)2/3 (0.0025)1/2 = 23.0 cfs Street Capacity up to R/W (100-Year Storm Event) Q = 1.486/n A R2/3 S1/2 = 1.486/.015 (36.43) (36.43/184.99)2/3 (0.0025)1/2 = 61.1 cfs The results of the street capacities are tabulated in the following Table-1 below. TABLE-1 Curb-to-Curb Capacity R/W-to-R/W Capacity Banana Avenue 57.7 cfs 136.4 cfs Santa Ana Avenue 23.0 cfs 61.1 cfs In evaluating the capacity of the preliminary plans prepared by the County of San Bernardino, the proposed system shows a deficiency for the ultimate 25-year storm event for the majority of system. The existing 78” RCP in Banana Avenue is undersized to convey a 25-year storm event for a fully developed industrial tributary area and for the existing development therefore, the system cannot convey the 100-year storm event. In order to provide 25-year storm Banana Ave Storm Drain, Fontana CA Page 5 of 8 protection for the current condition and the 100-year protection in the future, the proposed system will be connected to the existing system approximately 200’ south of the existing wye structure. This will allow the extension of a parallel system from this connection to De Clez Channel to the south. The sizing of the pipes for the main storm drain and the laterals was based on the ultimate 100-year storm event and for the ultimate extension of the system to De Clez Channel. The system was then evaluated for the 25-year storm event based on the proposed system. The pipe sizes for the proposed system are significantly larger than the preliminary design prepared by San Bernardino County Flood Control. Inlet capacity calculations and locations were determined based on the 25-year storm event then evaluated the capacity for the ultimate 100-years storm event. Table-2 and Table-3 tabulated the sizes and flows of the inlets for the 25-year storm event and 100-years storm event respectfully. Q25=139.7 10304060 11121314153132333441616263 64 42 65 43 35 36 66 44 37 16 17 18 19 20 384567 46 48 5168 52 49 47 5369 54 50 55 21 56 5770 71 72 73 22 JURUPA AVE SANTA ANA AVE ALMOND AVECHERRY AVEBANANA AVECALABASH AVESLOVER AVE INTERSTATE 10 BANANA AVEQ25=23.0Q25=59.5 Q25=9.8 Q25=22.5 Q25=80.3 Q25=239.9 Q100-CONFLUENCED=1144.1 Q100=37.8 Q25=15.8 Q25=22.5 Q25=5.9 Q25=28.2 Q100=201.1 Q100=43.5Q100=114.6 Q25=24.2 Q100=17.4 Q100=29.3 Q100=50.4 Q100=31.9 Q100=8.3 Q100=39.10 Q100=207.3 Q100=363.4 Q25-CONFLUENCED=635.12 BANANA AVE SD FONTANA, CA 5-03-16 EX 25 & PROP 100 YEAR HYDROLOGY JURUPA AVE DURIAN AVE RANCHO CT ROSE AVE SANTA ANA AVE BANANA AVELEGEND BENCHMARK CONSTRUCTION NOTES VICINITY MAP LOCATION MAP GENERAL NOTES - STORM DRAIN IMPROVEMENTS 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. 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 WHEN 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 WITH 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. STORM DRAIN IMPROVEMENT PLANS CITY OF FONTANA BANANA AVENUE QUANTITY INDEX OF SHEET PROJECTLOCATION 1 INSTALL 78" RCP 2 INSTALL 72" RCP 3 INSTALL 54" RCP 4 5 INSTALL 36" RCP 6 INSTALL 24" RCP 7 INSTALL 18" RCP 8 CONSTRUCT JNCT STR W/MH PER FONTANA STD PLAN NO. 3011 9 10 CONSTRUCT JNCT STR (ID <_ 24") PER FONTANA STD PLAN NO. 3009 11 CONSTRUCT MONOLITHIC CB CONNECTION PER FONTANA STD PLAN NO. 3005 DISPOSITION NOTES 1 PROTECT IN PLACE 2 REMOVE EX STORM DRAIN 3 ABANDON EX STORM DRAIN 12 CONSTRUCT LOCAL DEPRESSION PER DETAILS ON SHEET 14 13 CONSTRUCT CATCH BASIN PER FONTANA STD PLAN NO. 3004, H=2" 14 CONSTRUCT TRANS STR PER FONTANA STD PLAN NO. 3026 15 CONSTRUCT JNCT STR (OD >_ 1/2 MAIN LINE) PER FONTANA STD PLAN NO. 3010 16 CONSTRUCT MH STR (ID >_ 36") PER FONTANA STD PLAN NO. 3012 CONSTRUCT MH STR (ID <_ 33") PER FONTANA STD PLAN NO. 3013 17 CONSTRUCT CONC BULKHEAD AT PIPE END PER RCFC STD DWG NO M816 4 REMOVE EX SD HEADWALL 5 REMOVE EX POST INSTALL 48" RCP 6 REMOVE EX AC DIKE 18 19 CONSTRUCT ASPHALT CONCRETE OVER AGGREGATE BASE PER NOTE BELOW CONSTRUCT 6" ASPHALT CONCRETE DIKE PER FONTANA STD PLAN NO. 1007, CALTRANS STD PLAN NO. A87B, TYPE "A", AND DETAIL ON SHEET 14 20 CONSTRUCT 6" CONC CURB PER FONTANA STD PLAN NO. 1000 21 CONSTRUCT RIBBON GUTTER PER DETAIL ON SHEET 14 22 INSTALL SURFACE MOUNT DELINEATOR POST, MASTER FLEX EX SERIES 360° OR EQUAL 7 RELOCATE 23 CONSTRUCT TRANS STR RCB - PIPE PER GREEN BOOK STD 342-2 24 CONSTRUCT 11'x3' RCB PER GREEN BOOK STD 390-1 MA MA MB 901 Via Piemonte, 5th Floor Ontario, CA 91764 T 909.579.3976 www.aecom.com NOTES 1.AFTER DEMOLITION HAS OCCURRED ON A PRIVATE PROPERTY OR WITHIN THE CITY ROW IN FRONT OF A PROPERTY, RECONSTRUCTION & RESTORATION IS TO COMMENCE WITHIN 3 DAYS AND BE COMPLETED IN 14 DAYS. 2.RESIDENTIAL IRRIGATION SYSTEMS IMPACTED BY PROP IMPROVEMENTS ARE TO BE MODIFIED AND ADEQUATE IRRIGATION RESTORED IN COORDINATION WITH THE PROPERTY OWNER. 3.CONTRACTOR TO VERIFY EX JOIN ELEVATIONS, STATIONS AND OFFSETS AND NOTIFY ENGINEER OF DISCREPANCIES. GRAVITY FLOW OF STORMWATER IS TO BE MAINTAINED AND SUMPS (LOW POINTS) ARE NOT TO BE CONSTRUCTED. 4.THE CONDITION OF THE EXISTING ROAD ASPHALT PAVING WILL BE EVALUATED BY THE CITY ENGINEER AT THE BEGINNING OF THE PROJECT AND DETERMINE IF THE PROPOSED PAVING LIMITS NEED TO BE EXPANDED. 3/8" LIP FROM ROADWAY TIE INTO LOCAL DEPRESSION/GUTTER. MIN 2% & MAX 5% CROSS SLOPE ON ROADWAY. 5. PROPOSED ASPHALT CONCRETE PAVING OVER AGGREGATE BASE FOR TRENCH REPAIR AND STREET WIDENING AT CATCH BASINS. STREET TO BE COLD PLANNED & OVERLAYED PER THE STREET IMPROVEMENT PLANS. PAVING TO BE HOT MIX ASPHALT CONCRETE (TYPE III PG-64-10) OVER AGGREGATE BASE (CLASS 2). ASPHALT PAVING THICKNESS: BANANA AVE, DURIAN AVE, RANCHO CT, ROSE AVE 5.5" AC OVER 7" AB SANTA ANA AVE 7" AC OVER 8" AB 1 STORM DRAIN DESIGN UPDATE 12/1/16 MA 2 STORM DRAIN ALIGNMENT CHANGE 1/5/17 MA 3 RECORD DRAWINGS MA6/18/18 RECORD DRAWING3 MA MA MB 901 Via Piemonte, 5th Floor Ontario, CA 91764 T 909.579.3976 www.aecom.com 920 2+00 3+00 4+00 5+00 MATCH LINE - STA 10+50 REFER TO SHEET 31+00 MATCH LINE - STA 10+50 REFER TO SHEET 3900 6+00 7+00 8+00 9+00 10+00 910 920 910 930 895 STORM DRAIN MANHOLE DATA STATION A 1+00.00 30°00'00"78" B 9.4' C 78" D1 78" D2 ELEV "S" 896.74 ELEV "R" 896.91 STD PLAN NO. FONTANA 3011 STORM DRAIN CURVE DATA 30°00'00"45.00' R A 23.56' L 12.06' T 1839942.3543 N 6713815.1181 E BC COORDINATE 36°00'00"60"8.0'78"78"900.57 900.67 FONTANA 3011 53°05'45"18"78"78"FONTANA 30125+63.05 1 INSTALL 78" RCP 7 INSTALL 18" RCP 8 CONSTRUCT JNCT STR W/MH PER FONTANA STD PLAN NO. 3011 9 CONSTRUCTION NOTES 10 CONSTRUCT JNCT STR (ID <_ 24") PER FONTANA STD PLAN NO. 3009 11 CONSTRUCT MONOLITHIC CB CONNECTION PER FONTANA STD PLAN NO. 3005 DISPOSITION NOTES 1 PROTECT IN PLACE 2 3 REMOVE EX STORM DRAIN ABANDON EX STORM DRAIN NOTES 1.REMOVE EXIST 18" RCP AND INSTALL NEW 18" RCP CONNECTING TO EXIST CB AT SAME LOCATION. REMOVE EXIST JUNCTION / MH STRUCTURE AND REMOVE EX 24" RCP BACK TO BANANA AVE STA 49+44 5.FOR TRENCHING, PIPE BEDDING & ROADWAY PAVEMENT REPAIR DETAILS & SPECIFICATIONS, SEE FONTANA STD PLAN NO. 1008. STREET GRIND & OVERLAY PER ST IMP PLAN. ASPHALT PAVING THICKNESS: BANANA AVE 5.5" AC OVER 7" AB 6.SD CONNECTION FOR FUTURE PRIVATE DEVELOPMENT P.M. 19760. CONSTRUCT MH STR (ID >_ 36") PER FONTANA STD PLAN NO. 3012 17 CONSTRUCT CONC BULKHEAD AT PIPE END PER RCFC STD DWG NO M816 14 CONSTRUCT TRANS STR PER FONTANA STD PLAN NO. 3026 6 INSTALL 24" RCP 23 CONSTRUCT TRANS STR RCB - PIPE PER GREEN BOOK STD 342-2 24 CONSTRUCT 11'x3' RCB PER GREEN BOOK STD 390-1 LAT "A-1"N45° 20' 01.95"ESEE SHEET 87 2 3+80.70 900 45°00'00"24"4.0'78"78"903.40 904.53 FONTANA 30265+10.96 1 STORM DRAIN DESIGN UPDATE 12/1/16 MA 78" RCP 78" RCP11'10'10'5'5' TRANS STR 11'x3' RCB TRANS STR UTILITY CROSSING STR DETAIL 2 STORM DRAIN ALIGNMENT CHANGE 1/5/17 MA *EX 3" CONDUIT *EX 6" CONDUIT *EX 3" CONDUIT *EX 2-5" CONDUIT *EX 2" ELECT *EX 2" CONDUIT SCE ENCASEMENT W/ 5" CONDUITS SCE ENCASEMENT W/ 5" CONDUITS *EX 3" STL CONDUIT *EX 2" PVC CONDUIT *EX 1" COPPER W/S *EX 1" POLY W/S *EX 1" POLY W/S 30" 3 RECORD DRAWINGS MA 3 3 3 3 3 6/18/18 3 3 RECORD DRAWING3SEE NOTE 1EX CB, SW C&G A PROP SWR SEE SWR IMP PLANS N00° 20' 01.95"E 3+80.70℄ SDTO BE VERIFIED5+63.05 SD "A"1+00 LAT "A-2"1 JNCT STR W/MH1+00.00 ℄ SD6' Rt BANANA AVESTA 46+43.008 STORM DRAIN "A"STORM DRAIN "A"BANANA AVEJURUPA AVEN01° 26' 35.05"W N01° 51' 27.39"E 8 9 1LAT "A-2"N44° 39' 58.05"WSEE SHEET 87 SEE NOTE 111 111+15.94 BC℄ SD1+39.50 EC℄ SD3+60.20 ℄ SDDEFLECTION3° 18' 2.4"4+87.62 ℄ SDDEFLECTION1° 31' 25.4"1 EX CB1 1EX 60" RCP EX 78" RCP 1 EX 66" RCP1 EX 60" RCP 2 2 1.50'EX WTR 1 EX ROW EX EOP EX C&G EX ROW 8.00'℄ BANANA AVE ℄ JURUPA AVE6' Rt BANANA AVESTA 46+39.68JOIN EX SD6' Rt BANANA AVESTA 46+59.68JOIN EX SD50+00.23 ℄ BANANA AVE = 44+50.53 ℄ JURUPA AVE 1730+50 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 1 1 5+39.43 SD "A"1+00 LAT "A-1"10 LAT "A-7"N45° 20' 01.95"ESEE SHEET 9SEE NOTE 66 17 5+10.96 SD "A"1+00 LAT "A-7"14 2 SEE NOTE 1EX WTR1EX SWR 1 17 3 1 23 24SEE DTL BLWEX 8" RCY WTR1 1 1 EX B/O 2" DIRECT BURY CABLE1 EX 78" RCP (896.95 INV) TO BE VERIFIED EX 60" RCP (900.41 INV) TO BE VERIFIED SD LAT "A-2" SEE SHEET 85+63.05921.80 RIM3+91.01918.40 RIM3+78.35898.34 INVSD LAT "A-1" SEE SHEET 8 S = 0.0050 S = 0.0157 OG OG 3+93.35898.42 INV1+15.94 BC897.03 INV5+60.30903.82 INV5+65.80904.19 INV*EX 30" VCP SWR *EX 12" VCP SWR *EX WTR*EX WTR *EX ELEC *EX COM HGL 100 YR (ULTIMATE) 262.4 LF 78" RCP D - 1200 64.3 LF 78" RCP D - 1200 540.9 LF 78" RCP D - 1100 Q100 = 725.2 cfs VMAX = 22.04 fps HYDRAULIC DATA Q100 = 485.2 cfs VMAX = 14.62 fps HYDRAULIC DATA Q100 = 448.7 cfs VMAX = 13.52 fps HYDRAULIC DATA HGL 100 YR (ULTIMATE) SEE C-2 FORMH ALONG MAIN LINE913.70 RIMS = 0. 0 6 7 8 SD LAT "A-7" SEE SHEET 9 5+11.33900.50 INV5+18.33900.97 INV42.0 LF 78" RCP D - 1200 *EX RCY WTR BTM (903.95) TO BE VERIFIED S = 0.0050 4+57.62898.74 INV10'10'10'4+87.62898.89 INV23.7 LF 78" RCP D - 1200 3' UTIL X-ING STR SD LAT "A-7" SEE SHEET 9 MATCH LINE - STA 10+50 REFER TO SHEET 2MATCH LINE - STA 20+00 REFER TO SHEET 4MA MA MB 901 Via Piemonte, 5th Floor Ontario, CA 91764 T 909.579.3976 www.aecom.comMATCH LINE - STA 10+50 REFER TO SHEET 2MATCH LINE - STA 20+00 REFER TO SHEET 411+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 920 910 930 CONSTRUCTION NOTES 1 INSTALL 78" RCP 7 INSTALL 18" RCP 9 10 CONSTRUCT JNCT STR (ID <_ 24") PER FONTANA STD PLAN NO. 3009 DISPOSITION NOTES 1 PROTECT IN PLACE 12 CONSTRUCT LOCAL DEPRESSION PER DETAILS ON SHEET 14 13 CONSTRUCT CATCH BASIN PER FONTANA STD PLAN NO. 3004, H=2" 14 CONSTRUCT TRANS STR PER FONTANA STD PLAN NO. 3026 NOTES 2.PROP CB TO BE CONSTRUCTED IN EX CURB AND GUTTER. MATCH EX CURB FACE AND GUTTER FLOWLINES. SEE DETAIL ON SHEET 14. 3.FOR ROAD WIDENING DETAILS AT CATCH BASINS, SEE SHEETS 11 - 13. 5.FOR TRENCHING, PIPE BEDDING & ROADWAY PAVEMENT REPAIR DETAILS & SPECIFICATIONS, SEE FONTANA STD PLAN NO. 1008. STREET GRIND & OVERLAY PER ST IMP PLAN. ASPHALT PAVING THICKNESS: BANANA AVE DURIAN AVE & RANCHO CT 5.5" AC OVER 7" AB CONSTRUCT MH STR (ID >_ 36") PER FONTANA STD PLAN NO. 3012 6 INSTALL 24" RCP 16 CONSTRUCT MH STR (ID <_ 33") PER FONTANA STD PLAN NO. 3013 17 CONSTRUCT CONC BULKHEAD AT PIPE END PER RCFC STD DWG NO M816 7 RELOCATE STORM DRAIN MANHOLE DATA B C D1 D2 ELEV "S"ELEV "R"STD PLAN NO. FONTANA 3012 STORM DRAIN CURVE DATA R A L T N E BC COORDINATE 915.99 916.22 FONTANA 3026 FONTANA 3012 STATION 11+09.46 18"78"78" 13+65.21 24"78"78" 11+88.99 24"78"78"4' FONTANA 301217+48.49 18"78"78" 920 930 940 A 45°00'00" 45°00'00" 45°00'00" 45°00'00" B LINE A FONTANA 30132+08.09 18"24"24"45°00'00" LINE A LINE A LINE A LINE B FONTANA 30131+73.85 18"24"24"45°00'00"LINE CDURIANAVE44°03'11.2"22.50'17.30'9.10'1841022.40616713819.6558 44°56'51.7"22.50'17.65'9.31'1841196.48726713802.8179RANCHO CT*CATCH BASIN # 2 - NOT USED 1 STORM DRAIN ALIGNMENT CHANGE 1/5/17 MA *EX 8" WTR *EX 1" POLY WTR *EX 1" STL GAS *EX 1" POLY WTR *EX 1" POLY WTR *EX 2" FIBER OPTIC *EX 1" STL GAS *EX 1" POLY WTR 2 RECORD DRAWINGS MA 2 2 2 6/18/18 2 2 RECORD DRAWING2 11+09.46 SD "A"1+00 LAT "A-3"9 STORM DRAIN "A" 1 1 1 1 N00° 20' 01.95"E N00° 20' 01.95"E N00° 20' 01.95"E 14LAT "A-3"N44° 39' 58.05"WSEE SHEET 87 LAT "A-4"N45° 20' 01.95"ESEE SHEET 87 13 CB #1 - W=14'22' Lt BANANA AVESTA 56+71.94SEE NOTE 2913+65.21 SD "A"1+00 SD "C"LAT "A-5"N45° 20' 01.95"ESEE SHEET 97 13CB #6 - W=14'32' Rt BANANA AVESTA 59+67.93SEE NOTE 21 LAT "A-6"N45° 20' 01.95"ESEE SHEET 97 13CB #7 - W=21'22' Rt BANANA AVESTA 63+17.47SEE NOTE 39 17+48.49 SD "A"1+00 LAT "A-6"10 PROP SWR SEE SWR IMP PLANS1.50'EX WTR 1 6 A B LAT "B-1" N44° 23' 12.95"E SEE SHEET 8 7 13CB #3 - W=14' 18.3' Lt DURIAN AVE STA 11+21.56 SEE NOTE 2 16 2+08.09 SD "B" 1+00 LAT "B-1"STORM DRAIN "B"2.00' 17 16 1+73.85 SD "C" 1+00 LATS "C-1" & "C-2" 6 17 LINE "C" N89° 36' 49.60"W SEE SHEET 9 6 STORMDRAIN "C"N44° 39' 58.05"W LAT "C-2" N44° 36' 49.60"W SEE SHEET 9 7 LAT "C-1" N53° 27' 33.72"E SEE SHEET 9 7 13CB #5 - W=21' 12.7' Rt RANCHO CT STA 10+85.17 SEE NOTE 2 13 CB #4 - W=14' 12.9' Lt RANCHO CT STA 10+99.75 SEE NOTE 2 BANANA AVE EX AC DIKE EX ROW EX EOPEX C&G EX ROW EX EOP 57+41.18 ℄ BANANA AVE = 10+00.00 ℄ DURIAN AVE ℄ BANANA AVE 6.00' ℄ RANCHO CT 59+11.51 ℄ BANANA AVE = 10+00.00 ℄ RANCHO CT 12 12 12 12 12 12 ℄ DURIAN AVE 6 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+000+501+002+000+501+002+002+3013+92.46 SD "A"1+00 LAT "A-5"EX GAS1 STORM DRAIN "A"11+88.99 SD "A"1+00 SD "B"N45° 20' 01.95"ELINE "B" N89° 23' 12.95"E SEE SHEET 8 EX GAS1 EX ATT COM LINE ROUTE AROUND CB 7 EX GAS1 EX WTR1 EX BURIED ELEC LINE1 1010+89.67 SD "A"1+00 LAT "A-4"17 4" CONDUIT1 17CB ELIMINATED11+09.46929.10 RIM11+06.71912.69 INV11+12.21912.78 INVSD LAT "A-3" SEE SHEET 8 11+89.35913.75 INV11+96.35913.84 INVSD LINE "B" SEE SHEET 8 S = 0.0125 13+65.21932.30 RIMSD LINE "C" SEE SHEET 9 13+62.46915.94 INV13+67.96916.01 INVS = 0.0125 OG OG 17+48.49936.70 RIM17+45.74920.56 INV17+51.24920.62 INVS = 0.0120SD LAT "A-5" SEE SHEET 9 SD LAT "A-6" SEE SHEET 9 S = 0.0137 *EX 8" WTR *EX 1" GAS *EX COM 77.1 LF 78" RCP D - 1100 166.1 LF 78" RCP D - 1100 377.8 LF 78" RCP D - 1100 270.8 LF 78" RCP D - 1100 Q100 = 414.2 cfs VMAX = 18.59 fps HYDRAULIC DATA Q100 = 375.3 cfs VMAX = 19.77 fps HYDRAULIC DATA Q100 = 390.8 cfs VMAX = 18.45 fps HYDRAULIC DATA Q100 = 352.9 cfs VMAX = 20.16 fps HYDRAULIC DATA HGL 100 YR (ULTIMATE) HGL 100 YR (ULTIMATE) SEE C-2 FOR HYDRAULIC DATA SD LAT "A-4" SEE SHEET 8 MATCH LINE - STA 20+00 REFER TO SHEET 3MATCH LINE - STA 30+00 REFER TO SHEET 5MA MA MB 901 Via Piemonte, 5th Floor Ontario, CA 91764 T 909.579.3976 www.aecom.comMATCH LINE - STA 20+00 REFER TO SHEET 3MATCH LINE - STA 30+00 REFER TO SHEET 520+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 920 930 940 CONSTRUCTION NOTES 1 INSTALL 78" RCP 2 INSTALL 72" RCP 7 INSTALL 18" RCP 9 10 CONSTRUCT JNCT STR (ID <_ 24") PER FONTANA STD PLAN NO. 3009 13 CONSTRUCT CATCH BASIN PER FONTANA STD PLAN NO. 3004, H=2" DISPOSITION NOTES 1 PROTECT IN PLACE NOTES 2.PROP CB TO BE CONSTRUCTED IN EX CURB AND GUTTER. MATCH EX CURB FACE AND GUTTER FLOWLINES. SEE DETAIL ON SHEET 14. 3.FOR ROAD WIDENING DETAILS AT CATCH BASINS, SEE SHEETS 11 - 13. 5.FOR TRENCHING, PIPE BEDDING & ROADWAY PAVEMENT REPAIR DETAILS & SPECIFICATIONS, SEE FONTANA STD PLAN NO. 1008. STREET GRIND & OVERLAY PER ST IMP PLAN. ASPHALT PAVING THICKNESS: BANANA AVE & ROSE AVE 5.5" AC OVER 7" AB CONSTRUCT MH STR (ID >_ 36") PER FONTANA STD PLAN NO. 3012 12 CONSTRUCT LOCAL DEPRESSION PER DETAILS ON SHEET 14 STORM DRAIN MANHOLE DATA B C D1 D2 ELEV "S"ELEV "R"STD PLAN NO. FONTANA 3012 STATION 20+24.81 72"78" 930 940 950 A 45°00'00" 45°00'00"23+49.90 18"72"72" 26+69.18 18"72"72" 28+98.36 72"72"65+57.13 ℄ BANANA AVE =10+00.00 ℄ ROSE AVEFONTANA 3012 FONTANA 3012 FONTANA 3012*CATCH BASIN # 8 - NOT USED 1 STORM DRAIN ALIGNMENT CHANGE 1/5/17 MA *EX 1" POLY WTR *EX 3/4" COPPER WTR *EX 1/2" GAS POLY *EX 1" POLY WTR *EX 1" STL GAS *EX 1" COPPER WTR *EX 1" COPPER WTR *EX 1/2" GAS POLY *EX 1" POLY WTR *EX 1" POLY GAS *EX 1" POLY WTR 2 RECORD DRAWINGS MA6/18/18 2 2 2 2 RECORD DRAWING2 1 2 2 2 9 20+24.81 SD "A"1+00 LAT "A-7"STORM DRAIN "A"STORM DRAIN "A" N00° 20' 01.95"E20+58.95 SD "A"1+00 LAT "A-8"10 LAT "A-8"N44° 39' 58.05"WSEE SHEET 107 13 CB #9 - W=14'28' Lt BANANA AVESTA 66+27.67SEE NOTE 3LAT "A-9"N45° 20' 01.95"ESEE SHEET 107 23+49.90 SD "A"1+00 LAT "A-9"9 13CB #10 - W=28'18' Rt BANANA AVESTA 69+18.63SEE NOTE 3LAT "A-10"N45° 20' 01.95"ESEE SHEET 107 26+69.18 SD "A"1+00 LAT "A-10"9 13CB #11 - W=14'16' Rt BANANA AVESTA 72+28.91SEE NOTE 327+14.46 SD "A"1+00 LAT "A-11"10 LAT "A-11"N44° 39' 58.05"WSEE SHEET 107 13 CB #12 - W=14'32' Lt BANANA AVESTA 72+87.19SEE NOTE 228+98.36℄ SD9 PROP SWR SEE SWR IMP PLANS SEE SWR IMP PLANS1.50'EX WTR 1 BANANA AVEROSE AVEEX ROW EX C&G EX C&G EX ROW EX ROW EX EOP ℄ BANANA AVE 2 12 12 12 12 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 TIED INTO 72" RCP 26+76.07 SD "A" (APPROX) 1+00 LAT "A-10" 1020+24.81940.70 RIM20+22.06924.34 INV20+27.56924.92 INV23+49.90945.00 RIM23+47.15929.00 INV23+52.65929.08 INVS = 0.0128 SD LAT "A-9" SEE SHEET 10 SD LAT "A-8" SEE SHEET 10 26+69.18949.50 RIMSD LAT "A-10" SEE SHEET 10 26+66.43933.55 INVS = 0.0143 28+95.61936.79 INV29+01.11936.87 INVS = 0.0141 28+98.36 953.20 RIM SD LAT "A-11" SEE SHEET 10 S = 0.0137 26+71.93933.63 INVOG 319.6 LF 72" RCP D - 1100 313.8 LF 72" RCP D - 1100 223.7 LF 72" RCP D - 1100 233.7 LF 72" RCP D - 1100 Q100 = 341.3 cfs VMAX = 19.04 fps HYDRAULIC DATA Q100 = 352.9 cfs VMAX = 18.12 fps HYDRAULIC DATA Q100 = 315.6 cfs VMAX = 19.28 fps HYDRAULIC DATA Q100 = 303.0 cfs VMAX = 18.12 fps HYDRAULIC DATA Q100 = 293.7 cfs VMAX = 18.77 fps HYDRAULIC DATA HGL 100 YR (ULTIMATE) HGL 100 YR (ULTIMATE) SEE C-5 FOR HYDRAULIC DATA MATCH LINE - STA 30+00 REFER TO SHEET 4MA MA MB 901 Via Piemonte, 5th Floor Ontario, CA 91764 T 909.579.3976 www.aecom.comMATCH LINE - STA 30+00 REFER TO SHEET 430+00 31+00 32+00 33+00 34+00 35+00 36+00 940 950 960 STORM DRAIN MANHOLE DATA B C D1 D2 ELEV "S"ELEV "R"STD PLAN NO. FONTANA 3012 STATION 32+96.09 18"54"72" A 941.09 941.13 FONTANA 301131+36.89 "D"45"72"72"5'45°00'00" 941.57 941.9136"5'40°00'00" "E" 7 INSTALL 18" RCP 8 CONSTRUCT JNCT STR W/MH PER FONTANA STD PLAN NO. 3011 CONSTRUCTION NOTES DISPOSITION NOTES 1 PROTECT IN PLACE 2 INSTALL 72" RCP 5 INSTALL 36" RCP 13 CONSTRUCT CATCH BASIN PER FONTANA STD PLAN NO. 3004, H=2" NOTES 15 CONSTRUCT JNCT STR (OD >_ 1/2 MAIN LINE) PER FONTANA STD PLAN NO. 3010 17 3 INSTALL 54" RCP 9 CONSTRUCT MH STR (ID >_ 36") PER FONTANA STD PLAN NO. 3012 3.FOR ROAD WIDENING DETAILS AT CATCH BASINS, SEE SHEETS 11 - 13. 5.FOR TRENCHING, PIPE BEDDING & ROADWAY PAVEMENT REPAIR DETAILS & SPECIFICATIONS, SEE FONTANA STD PLAN NO. 1008. STREET GRIND & OVERLAY PER ST IMP PLAN. ASPHALT PAVING THICKNESS: BANANA AVE 5.5" AC OVER 7" AB SANTA ANA AVE 7" AC OVER 8" AB 12 CONSTRUCT LOCAL DEPRESSION PER DETAILS ON SHEET 14 10 CONSTRUCT JNCT STR (ID <_ 24") PER FONTANA STD PLAN NO. 3009 CONSTRUCT CONC BULKHEAD AT PIPE END PER RCFC STD DWG NO M816 FONTANA 301035+06.19 36"54"54"45°00'00" 950 960 940 970 948.05 948.67 FONTANA 301135+27.83 36"54"54"45°00'00"947.99 949.36 SEE SHEET 6 SEE SHEET 7 45°00'00" 1 STORM DRAIN ALIGNMENT CHANGE 1/5/17 MA 2 STORM DRAIN DESIGN CHANGE 4/17/17 MA *EX 2" POLY GAS *EX 2" STL GAS *EX 2" STL WTR *EX 10" ACP WTR *EX 10" CMLC WTR *EX 1" STL GAS 943.46945.08952.00952.28952.33952.09 952.76 952.66 953.25 0.0220 0.0305 3 RECORD DRAWINGS MA6/18/18 3 3 3 3 33 3 RECORD DRAWING3 31+36.89 SD "A"1+00 SD "D" & "E"8 2 2 3 10 332+96.09 SD "A"1+00 LAT "A-13"9 LAT "A-12"N45° 18' 52.06"ESEE SHEET 107 13CB #18 - W=28'19' Rt BANANA AVESTA 78+11.96SEE NOTE 3LINE "D" SEE SHEET 6 LINE "E" SEE SHEET 7 LAT "A-13"N44° 41' 07.94"WSEE SHEET 107 13 CB #19 - W=28'24' Lt BANANA AVESTA 78+67.99SEE NOTE 335+06.16 SD "A"1+00 LAT "A-14"15 LAT "A-14"N45° 18' 52.06"ESEE SHEET 105 13CB #20 - W=28'19' Rt BANANA AVESTA 80+78.68SEE NOTE 335+27.83 SD "A"1+00 LAT "A-15"8 LAT "A-15"N44° 41' 07.94"WSEE SHEET 105 13 CB #21 - W=28'24' Lt BANANA AVESTA 81+02.35SEE NOTE 3N00° 20' 01.95"E N04° 41' 07.94"W N03° 12' 15.19"E N00° 18' 52.06"E32+52.70 ℄ SDDEFLECTION5° 0' 0.0"32+87.12 ℄ SDDEFLECTION5° 0' 0.0"PROP SWR SEE SWR IMP PLANS1.50'1.50'1.50'3 N00° 18' 52.06"E EX WTR 1 EX WTR 1 BANANA AVE SANTA ANA AVEEX EOP EX ROW EX EOP EX ROW ℄ BANANA AVE 77+12.06 ℄ BANANA AVE = 10+00.00 ℄ SANTA ANA AVE STORM DRAIN "A" 12 12 12 12 ℄ SANTA ANA AVE 281.66'6.00' 30+00 31+00 32+00 33+00 34+00 35+00 35+89 0+501+00 2+000 + 5 0 1 + 0 0 2+0032+45.31 SD "A"1+00 LAT "A-12"17 31+16.81 ℄ SDDEFLECTION2° 52' 13.2"31+76.70 ℄ SDDEFLECTION2° 53' 23.1"31+43.53956.70 RIMSD "D" SEE SHEET 6 SD "E" SEE SHEET 7 31+34.79940.07 INV31+45.79940.22 INVS = 0.0137 32+96.09959.20 RIMSD LAT "A-13" SEE SHEET 10 32+93.34942.50 INV32+98.84944.09 INVS = 0.0155 SD LAT "A-12" SEE SHEET 10 SD LAT "A-14" SEE SHEET 10 S = 0.0145 35+32.37962.50 RIM35+25.70947.37 INV35+34.70947.50 INVS = 0.0145 4.0 LF OF 54" RCP D - 1100 35+38.70947.56 INVOG *EX COM *EX 10" WTR *EX 2" GAS *EX 2" WTR *EX 12.75" WTR 233.7 LF 72" RCP D - 1100 147.6 LF 72" RCP D - 1100 226.9 LF 54" RCP D - 1100 Q100 = 293.7 cfs VMAX = 18.77 fps HYDRAULIC DATA Q100 = 131.5 cfs VMAX = 4.91 fps HYDRAULIC DATA Q100 = 104.9 cfs VMAX = 4.42 fps HYDRAULIC DATA Q100 = 80.0 cfs VMAX = 13.56 fps HYDRAULIC DATA Q100 = 40.0 cfs VMAX = 3.22 fps HYDRAULIC DATA OG HGL 100 YR (ULTIMATE) HGL 100 YR (ULTIMATE) SD LAT "A-15" SEE SHEET 10 APPENDIX A REFERENCE MATERIAL APPENDIX B HYDROLOGY CALCULATIONS EXISTING CONDITION ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 3899 * * EXISTING CONDITION * * 25 YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\3899\X10025.DAT TIME/DATE OF STUDY: 11:39 08/31/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 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) = 1.0400 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 751.00 ELEVATION DATA: UPSTREAM(FEET) = 954.20 DOWNSTREAM(FEET) = 945.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.456 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.967 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 7.45 0.98 0.100 32 10.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 19.24 TOTAL AREA(ACRES) = 7.45 PEAK FLOW RATE(CFS) = 19.24 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.4 TC(MIN.) = 10.46 EFFECTIVE AREA(ACRES) = 7.45 AREA-AVERAGED Fm(INCH/HR)= 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 19.24 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 3899 * * EXISTING CONDITION * * 25 YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\3899\X11025.DAT TIME/DATE OF STUDY: 11:39 08/31/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.0400 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 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) = 655.00 ELEVATION DATA: UPSTREAM(FEET) = 954.20 DOWNSTREAM(FEET) = 947.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.172 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.016 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 3.70 0.98 0.100 32 10.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 9.72 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 9.72 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.7 TC(MIN.) = 10.17 EFFECTIVE AREA(ACRES) = 3.70 AREA-AVERAGED Fm(INCH/HR)= 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 9.72 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 3899 * * EXISTING CONDITION * * 25 YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\3899\X12025.DAT TIME/DATE OF STUDY: 11:40 08/31/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 3.00 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) = 1.0400 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 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) = 615.00 ELEVATION DATA: UPSTREAM(FEET) = 956.50 DOWNSTREAM(FEET) = 951.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.265 * 3 YEAR RAINFALL INTENSITY(INCH/HR) = 3.000 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 2.25 0.98 0.100 32 10.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 5.88 TOTAL AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) = 5.88 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.2 TC(MIN.) = 10.26 EFFECTIVE AREA(ACRES) = 2.25 AREA-AVERAGED Fm(INCH/HR)= 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 5.88 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 3899 * * EXISTING CONDITION * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\3899\X100.DAT TIME/DATE OF STUDY: 11:40 08/31/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3200 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 751.00 ELEVATION DATA: UPSTREAM(FEET) = 954.20 DOWNSTREAM(FEET) = 945.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.456 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.766 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 7.45 0.74 0.100 52 10.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 24.75 TOTAL AREA(ACRES) = 7.45 PEAK FLOW RATE(CFS) = 24.75 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.4 TC(MIN.) = 10.46 EFFECTIVE AREA(ACRES) = 7.45 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 24.75 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 3899 * * EXISTING CONDITION * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\3899\X110.DAT TIME/DATE OF STUDY: 11:44 08/31/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3200 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 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) = 655.00 ELEVATION DATA: UPSTREAM(FEET) = 954.20 DOWNSTREAM(FEET) = 947.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.172 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.828 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 3.70 0.74 0.100 52 10.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 12.50 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 12.50 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.7 TC(MIN.) = 10.17 EFFECTIVE AREA(ACRES) = 3.70 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 12.50 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 3899 * * EXISTING CONDITION * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\3899\X120.DAT TIME/DATE OF STUDY: 11:41 08/31/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3200 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 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) = 615.00 ELEVATION DATA: UPSTREAM(FEET) = 956.50 DOWNSTREAM(FEET) = 951.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.265 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.808 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 2.25 0.74 0.100 52 10.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 7.56 TOTAL AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) = 7.56 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.2 TC(MIN.) = 10.26 EFFECTIVE AREA(ACRES) = 2.25 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 7.56 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS PROPOSED CONDITION ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 3899 * * PROPOSED CONDITION * * 25 YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\3899\P10025.DAT TIME/DATE OF STUDY: 10:26 08/31/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 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) = 1.0400 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 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) = 765.00 ELEVATION DATA: UPSTREAM(FEET) = 956.70 DOWNSTREAM(FEET) = 945.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.111 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.027 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.65 0.98 0.100 32 10.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 12.26 TOTAL AREA(ACRES) = 4.65 PEAK FLOW RATE(CFS) = 12.26 **************************************************************************** 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) = 940.70 DOWNSTREAM(FEET) = 940.60 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.26 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.16 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 782.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.16 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.019 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 3.50 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 9.20 EFFECTIVE AREA(ACRES) = 8.15 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.1 PEAK FLOW RATE(CFS) = 21.43 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 940.60 DOWNSTREAM(FEET) = 940.20 FLOW LENGTH(FEET) = 480.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.41 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.43 PIPE TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 12.51 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 1262.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 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.) = 12.51 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 8.15 TOTAL STREAM AREA(ACRES) = 8.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.43 **************************************************************************** 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) = 765.00 ELEVATION DATA: UPSTREAM(FEET) = 953.50 DOWNSTREAM(FEET) = 945.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.831 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.905 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.25 0.98 0.100 32 10.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 13.27 TOTAL AREA(ACRES) = 5.25 PEAK FLOW RATE(CFS) = 13.27 **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 941.70 DOWNSTREAM(FEET) = 940.20 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.59 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.27 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.85 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 782.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 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.) = 10.85 RAINFALL INTENSITY(INCH/HR) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.25 TOTAL STREAM AREA(ACRES) = 5.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.27 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.43 12.51 2.665 0.98( 0.10) 0.10 8.1 100.00 2 13.27 10.85 2.902 0.98( 0.10) 0.10 5.2 110.00 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 33.57 10.85 2.902 0.98( 0.10) 0.10 12.3 110.00 2 33.57 12.51 2.665 0.98( 0.10) 0.10 13.4 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.57 Tc(MIN.) = 10.85 EFFECTIVE AREA(ACRES) = 12.32 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 13.4 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 1262.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 940.20 DOWNSTREAM(FEET) = 938.85 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.46 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.57 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 11.45 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 113.00 = 1532.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.4 TC(MIN.) = 11.45 EFFECTIVE AREA(ACRES) = 12.32 AREA-AVERAGED Fm(INCH/HR)= 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 33.57 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 33.57 11.45 2.810 0.98( 0.10) 0.10 12.3 110.00 2 33.57 13.11 2.590 0.98( 0.10) 0.10 13.4 100.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRADA, CA 90638 714-521-4811 ************************** DESCRIPTION OF STUDY ************************** * TEI JOB NO 3899 * * PROPOSED CONDITION * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: W:\3899\P100.DAT TIME/DATE OF STUDY: 09:58 08/25/2021 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3200 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 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) = 765.00 ELEVATION DATA: UPSTREAM(FEET) = 956.70 DOWNSTREAM(FEET) = 945.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.111 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.842 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 4.65 0.74 0.100 52 10.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 15.77 TOTAL AREA(ACRES) = 4.65 PEAK FLOW RATE(CFS) = 15.77 **************************************************************************** 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) = 940.70 DOWNSTREAM(FEET) = 940.60 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.77 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.15 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 782.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ MAINLINE Tc(MIN.) = 10.15 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.832 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 3.50 0.74 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 11.84 EFFECTIVE AREA(ACRES) = 8.15 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.1 PEAK FLOW RATE(CFS) = 27.57 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 940.60 DOWNSTREAM(FEET) = 940.20 FLOW LENGTH(FEET) = 480.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.61 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.57 PIPE TRAVEL TIME(MIN.) = 2.22 Tc(MIN.) = 12.37 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 1262.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 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.) = 12.37 RAINFALL INTENSITY(INCH/HR) = 3.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 8.15 TOTAL STREAM AREA(ACRES) = 8.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.57 **************************************************************************** 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) = 765.00 ELEVATION DATA: UPSTREAM(FEET) = 953.50 DOWNSTREAM(FEET) = 945.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.831 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.687 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 5.25 0.74 0.100 52 10.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 17.07 TOTAL AREA(ACRES) = 5.25 PEAK FLOW RATE(CFS) = 17.07 **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 941.70 DOWNSTREAM(FEET) = 940.20 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.49 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.07 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.85 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 782.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 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.) = 10.85 RAINFALL INTENSITY(INCH/HR) = 3.68 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.25 TOTAL STREAM AREA(ACRES) = 5.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.07 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 27.57 12.37 3.404 0.74( 0.07) 0.10 8.1 100.00 2 17.07 10.85 3.684 0.74( 0.07) 0.10 5.2 110.00 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 43.27 10.85 3.684 0.74( 0.07) 0.10 12.4 110.00 2 43.31 12.37 3.404 0.74( 0.07) 0.10 13.4 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.31 Tc(MIN.) = 12.37 EFFECTIVE AREA(ACRES) = 13.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 13.4 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 1262.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 940.20 DOWNSTREAM(FEET) = 938.85 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.93 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.31 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 12.94 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 113.00 = 1532.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.4 TC(MIN.) = 12.94 EFFECTIVE AREA(ACRES) = 13.40 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 43.31 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 43.27 11.41 3.573 0.74( 0.07) 0.10 12.4 110.00 2 43.31 12.94 3.314 0.74( 0.07) 0.10 13.4 100.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS APPENDIX C DETENTION CALCULATIONS ____________________________________________________________________________ **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: SANTA ANA AVENUE INDUSTRIAL BUILDING PROPOSED CONDITION 100-YEAR UNIT HYDROGRAPH LOSS RATE ============================================================================ *** NON-HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 7.20 (inches) SOIL-COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 14.70 10.00 32.(AMC II) 0.742 0.897 TOTAL AREA (Acres) = 14.70 _ AREA-AVERAGED LOSS RATE, Fm (in./hr.) = 0.074 _ AREA-AVERAGED LOW LOSS FRACTION, Y = 0.103 ============================================================================ Elevation Depth Area Volume S Volume S Volume Q discharge (feet) (sq. ft.) (c.f.) (c.f.) (ac-ft) (cfs) 945.95 0.00 0 3 3 0.00 21.40 946.00 0.05 139 300 303 0.01 21.60 946.20 0.25 2,858 962 1265 0.03 22.70 946.40 0.45 6,765 1869 3135 0.07 23.70 946.60 0.65 11,927 3023 6158 0.14 24.60 946.80 0.85 18,305 4411 10569 0.24 25.50 947.00 1.05 25,802 6173 16742 0.38 26.4 947.20 1.25 35,932 8040 24782 0.57 27.3 947.40 1.45 44,464 9827 34608 0.79 28.1 947.60 1.65 53,804 SOUTH TRUCK YARD ____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BLVD LA MIRADA, CA 90638 714-521-4811 **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: TEI JOB NO 3899 PROPOSED CONDITION TRUCKYARD PONDING ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 13.40 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.074 LOW LOSS FRACTION = 0.103 TIME OF CONCENTRATION(MIN.) = 12.90 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) = 0.49 30-MINUTE POINT RAINFALL VALUE(INCHES) = 1.00 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.32 3-HOUR POINT RAINFALL VALUE(INCHES) = 2.30 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.30 24-HOUR POINT RAINFALL VALUE(INCHES) = 7.20 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 6.52 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 1.52 **************************************************************************** TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.09 0.0000 0.00 Q . . . . 0.31 0.0163 1.83 .Q . . . . 0.52 0.0490 1.84 .Q . . . . 0.74 0.0818 1.86 .Q . . . . 0.95 0.1149 1.86 .Q . . . . 1.17 0.1481 1.88 .Q . . . . 1.38 0.1816 1.89 .Q . . . . 1.60 0.2153 1.90 .Q . . . . 1.81 0.2492 1.91 .Q . . . . 2.03 0.2833 1.93 .Q . . . . 2.24 0.3177 1.94 .Q . . . . 2.46 0.3523 1.96 .Q . . . . 2.67 0.3871 1.96 .Q . . . . 2.89 0.4222 1.98 .Q . . . . 3.10 0.4575 1.99 .Q . . . . 3.32 0.4930 2.01 . Q . . . . 3.53 0.5289 2.02 . Q . . . . 3.75 0.5650 2.04 . Q . . . . 3.96 0.6014 2.05 . Q . . . . 4.18 0.6380 2.07 . Q . . . . 4.39 0.6749 2.08 . Q . . . . 4.61 0.7122 2.11 . Q . . . . 4.82 0.7497 2.12 . Q . . . . 5.04 0.7876 2.14 . Q . . . . 5.25 0.8258 2.15 . Q . . . . 1 5.47 0.8643 2.18 . Q . . . . 5.68 0.9031 2.19 . Q . . . . 5.89 0.9423 2.22 . Q . . . . 6.11 0.9819 2.23 . Q . . . . 6.33 1.0218 2.26 . Q . . . . 6.54 1.0621 2.28 . Q . . . . 6.76 1.1028 2.31 . Q . . . . 6.97 1.1439 2.32 . Q . . . . 7.18 1.1854 2.35 . Q . . . . 7.40 1.2274 2.37 . Q . . . . 7.62 1.2698 2.40 . Q . . . . 7.83 1.3127 2.42 . Q . . . . 8.05 1.3561 2.46 . Q . . . . 8.26 1.4000 2.48 . Q . . . . 8.48 1.4444 2.52 . Q . . . . 8.69 1.4893 2.54 . Q . . . . 8.90 1.5348 2.58 . Q . . . . 9.12 1.5809 2.61 . Q . . . . 9.34 1.6277 2.65 . Q . . . . 9.55 1.6750 2.68 . Q . . . . 9.77 1.7231 2.73 . Q . . . . 9.98 1.7719 2.76 . Q . . . . 10.20 1.8214 2.82 . Q . . . . 10.41 1.8717 2.85 . Q . . . . 10.62 1.9228 2.91 . Q . . . . 10.84 1.9748 2.94 . Q . . . . 11.05 2.0277 3.01 . Q . . . . 11.27 2.0816 3.05 . Q . . . . 11.49 2.1365 3.13 . Q . . . . 11.70 2.1926 3.18 . Q . . . . 11.91 2.2498 3.27 . Q . . . . 12.13 2.3083 3.32 . Q . . . . 12.35 2.3660 3.18 . Q . . . . 12.56 2.4230 3.24 . Q . . . . 12.77 2.4816 3.37 . Q . . . . 12.99 2.5421 3.44 . Q . . . . 13.20 2.6045 3.59 . Q . . . . 13.42 2.6691 3.68 . Q . . . . 13.63 2.7362 3.88 . Q . . . . 13.85 2.8061 3.99 . Q . . . . 14.07 2.8792 4.24 . Q . . . . 14.28 2.9548 4.27 . Q . . . . 14.49 3.0337 4.61 . Q . . . . 14.71 3.1176 4.83 . Q . . . . 14.93 3.2081 5.36 . Q . . . . 15.14 3.3063 5.70 . Q . . . . 15.35 3.4161 6.65 . Q . . . . 15.57 3.5317 6.37 . Q . . . . 15.78 3.6629 8.40 . Q . . . . 16.00 3.8427 11.85 . .Q . . . 16.22 4.2962 39.19 . . . . Q. 16.43 4.7048 6.80 . Q . . . . 16.65 4.8197 6.12 . Q . . . . 16.86 4.9191 5.07 . Q . . . . 17.08 5.0035 4.43 . Q . . . . 17.29 5.0793 4.11 . Q . . . . 17.51 5.1494 3.77 . Q . . . . 17.72 5.2141 3.51 . Q . . . . 17.93 5.2746 3.30 . Q . . . . 18.15 5.3318 3.14 . Q . . . . 18.36 5.3884 3.22 . Q . . . . 18.58 5.4445 3.09 . Q . . . . 18.80 5.4984 2.98 . Q . . . . 19.01 5.5504 2.88 . Q . . . . 19.23 5.6007 2.79 . Q . . . . 19.44 5.6495 2.70 . Q . . . . 19.66 5.6968 2.63 . Q . . . . 19.87 5.7430 2.56 . Q . . . . 20.08 5.7879 2.50 . Q . . . . 20.30 5.8318 2.44 . Q . . . . 20.52 5.8747 2.39 . Q . . . . 20.73 5.9167 2.34 . Q . . . . 20.94 5.9578 2.29 . Q . . . . 2 21.16 5.9981 2.25 . Q . . . . 21.38 6.0377 2.21 . Q . . . . 21.59 6.0765 2.17 . Q . . . . 21.81 6.1147 2.13 . Q . . . . 22.02 6.1522 2.10 . Q . . . . 22.23 6.1892 2.06 . Q . . . . 22.45 6.2256 2.03 . Q . . . . 22.67 6.2614 2.00 . Q . . . . 22.88 6.2967 1.97 .Q . . . . 23.09 6.3315 1.95 .Q . . . . 23.31 6.3659 1.92 .Q . . . . 23.52 6.3998 1.90 .Q . . . . 23.74 6.4333 1.87 .Q . . . . 23.95 6.4663 1.85 .Q . . . . 24.17 6.4990 1.83 .Q . . . . 24.39 6.5153 0.00 Q . . . . ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1444.8 10% 219.3 20% 38.7 30% 25.8 40% 12.9 50% 12.9 60% 12.9 70% 12.9 80% 12.9 90% 12.9 Problem Descriptions: TEI JOB NO 3899 PROPOSED CONDITION TRUCKYARD PONDING ============================================================================ FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 12.900 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW | | | V __effective depth ------------- | (and volume) | | | | | detention | |....V............. | basin |<-->| outflow | | |........._________ ------------- | | \ | | storage | basin outlet V ----------- OUTFLOW DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * 3 * 0.000 0.000 0.000** 0.250 0.010 21.600* * 0.450 0.030 22.700** 0.650 0.070 23.700* * 0.850 0.140 24.600** 1.050 0.240 25.500* * 1.250 0.380 26.400** 1.450 0.570 27.300* * 1.650 0.790 28.100** ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S-O*DT/2} {S+O*DT/2} NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 0.25 -0.18190 0.20190 3 0.45 -0.17167 0.23167 4 0.65 -0.14056 0.28056 5 0.85 -0.07855 0.35855 6 1.05 0.01345 0.46655 7 1.25 0.14545 0.61455 8 1.45 0.32746 0.81254 9 1.65 0.54035 1.03965 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.090 0.000 0.00 0.00 0.00 0.000 0.305 0.000 1.83 0.04 1.74 0.002 0.520 0.000 1.84 0.04 3.49 0.002 0.735 0.000 1.86 0.04 3.52 0.002 0.950 0.000 1.86 0.04 3.54 0.002 1.165 0.000 1.88 0.04 3.56 0.002 1.380 0.000 1.89 0.04 3.58 0.002 1.595 0.000 1.90 0.04 3.60 0.002 1.810 0.000 1.91 0.04 3.63 0.002 2.025 0.000 1.93 0.04 3.65 0.002 2.240 0.000 1.94 0.04 3.68 0.002 2.455 0.000 1.96 0.04 3.70 0.002 2.670 0.000 1.96 0.04 3.73 0.002 2.885 0.000 1.98 0.04 3.75 0.002 3.100 0.000 1.99 0.04 3.78 0.002 3.315 0.000 2.01 0.04 3.81 0.002 3.530 0.000 2.02 0.04 3.83 0.002 3.745 0.000 2.04 0.04 3.86 0.002 3.960 0.000 2.05 0.05 3.89 0.002 4.175 0.000 2.07 0.05 3.92 0.002 4.390 0.000 2.08 0.05 3.95 0.002 4.605 0.000 2.11 0.05 3.98 0.002 4.820 0.000 2.12 0.05 4.02 0.002 5.035 0.000 2.14 0.05 4.05 0.002 5.250 0.000 2.15 0.05 4.08 0.002 5.465 0.000 2.18 0.05 4.12 0.002 5.680 0.000 2.19 0.05 4.16 0.002 5.895 0.000 2.22 0.05 4.19 0.002 6.110 0.000 2.23 0.05 4.23 0.002 6.325 0.000 2.26 0.05 4.27 0.002 6.540 0.000 2.28 0.05 4.31 0.002 6.755 0.000 2.31 0.05 4.35 0.002 6.970 0.000 2.32 0.05 4.40 0.002 7.185 0.000 2.35 0.05 4.44 0.002 7.400 0.000 2.37 0.05 4.49 0.002 7.615 0.000 2.40 0.05 4.54 0.002 7.830 0.000 2.42 0.05 4.59 0.002 8.045 0.000 2.46 0.05 4.64 0.002 8.260 0.000 2.48 0.05 4.69 0.002 8.475 0.000 2.52 0.06 4.75 0.002 8.690 0.000 2.54 0.06 4.81 0.002 8.905 0.000 2.58 0.06 4.87 0.002 9.120 0.000 2.61 0.06 4.93 0.002 9.335 0.000 2.65 0.06 5.00 0.002 9.550 0.000 2.68 0.06 5.07 0.002 4 9.765 0.000 2.73 0.06 5.14 0.002 9.980 0.000 2.76 0.06 5.22 0.002 10.195 0.000 2.82 0.06 5.30 0.002 10.410 0.000 2.85 0.06 5.38 0.003 10.625 0.000 2.91 0.06 5.47 0.003 10.840 0.000 2.94 0.06 5.56 0.003 11.055 0.000 3.01 0.07 5.66 0.003 11.270 0.000 3.05 0.07 5.77 0.003 11.485 0.000 3.13 0.07 5.88 0.003 11.700 0.000 3.18 0.07 6.00 0.003 11.915 0.000 3.27 0.07 6.12 0.003 12.130 0.000 3.32 0.07 6.26 0.003 12.345 0.000 3.18 0.07 6.17 0.003 12.560 0.000 3.24 0.07 6.10 0.003 12.775 0.000 3.37 0.07 6.27 0.003 12.990 0.000 3.44 0.08 6.46 0.003 13.205 0.000 3.59 0.08 6.68 0.003 13.420 0.000 3.68 0.08 6.91 0.003 13.635 0.000 3.88 0.09 7.18 0.003 13.850 0.000 3.99 0.09 7.47 0.004 14.065 0.000 4.24 0.09 7.82 0.004 14.280 0.000 4.27 0.09 8.09 0.004 14.495 0.000 4.61 0.10 8.44 0.004 14.710 0.000 4.83 0.11 8.97 0.004 14.925 0.000 5.36 0.12 9.68 0.005 15.140 0.000 5.70 0.13 10.51 0.005 15.355 0.000 6.65 0.15 11.74 0.006 15.570 0.000 6.37 0.14 12.37 0.006 15.785 0.000 8.40 0.18 14.03 0.007 16.000 0.000 11.85 0.31 18.94 0.016 16.215 0.000 39.19 1.33 24.34 0.459 16.430 0.000 6.80 0.81 25.59 0.125 16.645 0.000 6.12 0.13 18.02 0.005 16.860 0.000 5.07 0.11 10.64 0.004 17.075 0.000 4.43 0.10 9.03 0.004 17.290 0.000 4.11 0.09 8.11 0.004 17.505 0.000 3.77 0.08 7.49 0.003 17.720 0.000 3.51 0.08 6.92 0.003 17.935 0.000 3.30 0.07 6.47 0.003 18.150 0.000 3.14 0.07 6.12 0.003 18.365 0.000 3.22 0.07 6.05 0.003 18.580 0.000 3.09 0.07 6.00 0.003 18.795 0.000 2.98 0.07 5.77 0.003 19.010 0.000 2.88 0.06 5.56 0.003 19.225 0.000 2.79 0.06 5.38 0.002 19.440 0.000 2.70 0.06 5.22 0.002 19.655 0.000 2.63 0.06 5.07 0.002 19.870 0.000 2.56 0.06 4.93 0.002 20.085 0.000 2.50 0.05 4.81 0.002 20.300 0.000 2.44 0.05 4.70 0.002 20.515 0.000 2.39 0.05 4.59 0.002 20.730 0.000 2.34 0.05 4.49 0.002 20.945 0.000 2.29 0.05 4.40 0.002 21.160 0.000 2.25 0.05 4.31 0.002 21.375 0.000 2.21 0.05 4.23 0.002 21.590 0.000 2.17 0.05 4.16 0.002 21.805 0.000 2.13 0.05 4.08 0.002 22.020 0.000 2.10 0.05 4.02 0.002 22.235 0.000 2.06 0.05 3.95 0.002 22.450 0.000 2.03 0.04 3.89 0.002 22.665 0.000 2.00 0.04 3.83 0.002 22.880 0.000 1.97 0.04 3.78 0.002 23.095 0.000 1.95 0.04 3.73 0.002 23.310 0.000 1.92 0.04 3.68 0.002 23.525 0.000 1.90 0.04 3.63 0.002 23.740 0.000 1.87 0.04 3.58 0.002 23.955 0.000 1.85 0.04 3.54 0.002 24.170 0.000 1.83 0.04 3.50 0.002 24.385 0.000 0.00 0.00 1.74 0.000 24.600 0.000 0.00 0.00 0.00 0.000 ---------------------------------------------------------------------------- 5 APPENDIX D HYDROLOGY MAPS