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HomeMy WebLinkAboutParcel Map 30177 Parcel 3-4 Hydrology and Hydraulics Calculations HYDROLOGY AND HYDRAULIC CALCULATIONS FOR Vail Ranch Towne Center Parcels 3 & 4, PM 30177 Temecula, CA PREPARED BY Sessions Consulting Engineers 231 East Imperial Highway, Suite 201B Fullerton, CA 92835 QRpFESSIpq, � tB. sEssol ��� y L724 -11,11'11V1 xp. --30-17 is*je, % °F.CA1.10' Kerry Sessions PE 50461 Exp. 6/30/17 Date of Preparation: 4/23/2017 Purpose The purpose of this report is to prepare calculations and design drainage devices and BMPs to adequately convey the stormwater runoff from the proposed development while complying with NPDES requirements. Description of Existing Watershed The property is located near the intersection of Highway 79 (Temecula Parkway) and Mahlon Vail Road. The site is part of an overall retail/commercial center and is located at the northeast end of the center. The site currently consists of a vacant lot on the easterly portion of the proposed development, and an existing parking lot to the west. Highway 79 lies to the north and to the south lies a portion of the center that has already been developed. Mahlon Vail Road is east of the site. South of the center is a street named Wolf Store Road and Temecula Creek runs adjacent to, and south of, Wolf Store Road. (See Hydrology Maps at back of this report.) Site drainage for this project is broken down into 3 drainage areas. These areas coincide with drainage patterns as originally designed during the development of the center. We have reviewed the rough grading plan, hydrology report, and subsequent precise grading plan for the project. (Plot Plan No. 17095, PM 30177, PA02-0107). Drainage Area "A" Area"A" consists of a series of small drainage inlets along the northerly portion of the site extending about 200 feet west of Mahlon Vail Road and along the easterly side of the property extending southerly to the southeast corner of the development near a catch basin in Mahlon Vail Road. This catch basin connects to a 96" storm drain the carries flows from the north down into Temecula Creek to the south. There is an entrance aisle to the site dividing Area"A" into two separate areas. This area was originally designed to collect drainage from landscaped areas in this portion of the development and convey the drainage in a 12" storm drain line that connects into the back of the catch basin in Mahlon Vail Road. The storm drain system is in place as well as a total of 6 inlets. The inlets on the northerly portion of this system are in the vacant lot and receive little drainage at this time as much of the drainage from this area contributes to Drainage Area"B" as described below. The inlets southerly of the entrance aisle are in place and the area is developed with new landscaping. The catch basin receives these flows in addition to street flows and drains to the 96" RCP storm drain. Drainage Area This area collects flows from a relatively large segment of the vacant lot and parking lot in the northeast corner of the development and conveys the flows in drive aisles and gutter systems to Wolf Store Road. From here, the drainage flows southwesterly across the street and into a 28-foot catch basin on the southerly side of Wolf Store Road. This catch basin is connected to a system that also receives flows from Drainage Area"C". The catch basin connects with a 30" RCP storm drain which in turn connects to a junction structure with another 30" line that serves Area"C" as well as other areas. From this junction structure flows are carried in a 48" RCP and deposited into Temecula Creek. Drainage Area "C" Drainage Area"C" consists of the westerly portion of the proposed development and portions of the existing development to the west. Drainage from this area is conveyed by sheet flow across the parking lot to a catch basin located in the central portion of the commercial center. Drainage from this catch basin is collected in the 30" storm drain line as described above and conveyed to another junction structure with another 30" RCP storm drain before continuing to Temecula Creek. Proposed Drainage System The proposed project consists of construction of a car wash only at this time. Future development of two fast food restaurants has been approved by planning but will be constructed in the future. The proposed drainage patterns will remain as they currently exist with flows draining over much of the existing concrete pavement that is to remain, to the respective Drainage Areas "A", "B" and "C". Drainage Area "A" The portion of the site that will include the future fast food restaurants is located in the northerly portion of Drainage Area"A" and the northeasterly portion of Drainage Area"B". Drainage Area"A" as proposed increases in overall area while Drainage Area"B" decreases. Drainage Area"A" will drain to a proposed biofiltration basin located in the southeasterly corner of the construction limits. As the biofiltration basin fills up it flows into a catch basin that will connect to the existing 12" line. The catch basin's outlet pipe will be an 8" line that will restrict higher flows from proceeding to the 12" line. This line is sized to transmit flows that do not increase the peak 100-year flowrate to the catch basin in Mahlon Vail Road as originally designed. The 8" line will be under pressure and flow full, and the water will rise in the catch basin and pond to a depth of about 4" above the biofiltration basin before discharging on the surface into the drive aisle and into Drainage Area"B". Drainage Area "B" Drainage Area"B" will consist of the overflow drainage from Area"A" as described above and will be combined with those remaining areas of Area"B" and continue to Wolf Store Road as described above. Drainage Area "C" Treatment of flows from this area will be accomplished using a proposed Modular Wetlands System (MWS) unit to be constructed near the southwesterly corner of the construction limits and capture design flows from the site for treatment as part of the WQMP compliance. The MWS is a proprietary biotreatment structure that receives and discharges flows at a very slow rate. Flows that exceed the capacity of the MWS will continue southwesterly via overland flow to the existing catch basin and 30" storm drain as described above. Portions of the developed site will include pervious pavers and landscaped areas that help to reduce the current impervious ratio of the parking lot, thereby reducing the peak flow from the site. The MWS also detains and discharges flows at a much slower rate than the existing runoff rate, so this also contributes to a reduction in flowrate. The pervious paver areas will include a perforated subdrain that will collect flows from the beneath the pavers and convey them to the MWS for additional treatment. The discharge line from the MWS will carry flows southwesterly through the parking lot and connect to the existing catch basin. Methodology Rational method hydrology calculations are based on criteria set forth in the Riverside County Flood Control & Water Conservation District(RCFC&WCD) Hydrology Manual (1978). 100-year& 10-year storm event hydrology calculations have been made using the Rational Method Hydrology Computer Program, by Bonadamin Software. Hydraulic calculations for the sizing of pipes have been made using the Flowmaster software by Bentley Systems, Inc. The bioretention basin is sized in accordance with the criteria in the RCFC&WCD Design Handbook for LID BMPs. Pipe Hydraulic Calculations have been performed using Summary The storm drain system has been designed to adequately convey the 100-year flow from the site and transmit flows to the BMPs for treatment. Drainage Area "A" The outlet from Area Al to the existing 12" line will be an 8" line at 0.5%. This will restrict the flowrate at this point to 1.13 CFS in the pipe and ensure that the flowrate to the existing catch basin along Mahlon Vail Road does not exceed the flowrate as originally designed. (See calculations for"Max Flow in 8-in Pipe—Area A" in the Hydraulic Calculations portion of this report.) The excess flow will spill out of the bioretention basin and overflow into drive aisle and Area"B" where flows from a portion of this area were originally intended to go. The flowrate to the back of the catch basin in Mahlon Vail Road was 2.27 CFS as originally designed and the proposed flowrate is 2.13 CFS. Therefore the proposed flowrate is slightly less than the originally designed flowrate. Drainage Area "B" The overflow from Area"A" as noted above flows into this area and continues via surface flow to Wolf Store Road as originally designed. The original flowrate to this point was 8.20 CFS and is now 6.49 CFS which is a 1.71 CFS decrease in flow. This is due to the fact that the overall area of Drainage Area"B" has decreased while the overall area of Drainage Area"C" has increased. Drainage Area "C99 Drainage Area "C" has been designed with the MWS treatment unit located at the southwest corner of the construction limits. In order to ensure that flows from the new area of construction drain to the MWS unit, and not out into the street untreated, a concrete swale has been designed along the southernmost construction limits to divert low flows that might otherwise go untreated into Wolf Store Road through Drainage Area"B". Therefore the flowrate to the catch basin located in the central portion of the overall commercial center has been increased by 1.37 CFS. The existing storm drain system servicing this area consists of a 30" line that is large enough to accommodate the additional flow. The original flowrate to this catch basin was 11.57 CFS. The proposed flowrate is 12.94 CFS resulting in an increase of 1.37 CFS. The capacity of the 30" storm drain is 29.00 CFS so this additional flow is easily accommodated. (See calculations for"Max Flow in 30" Pipe @ 0.5%" in the Hydraulic Calculations portion of this report.) Downstream of this pipe is the junction with another 30"pipe. The combined flow from Area"C" of 12.94 CFS and this additional flow of 4.51 CFS is now 17.45 CFS, which is still well below the 29.00 CFS capacity. Drainage Areas "B" & "C" Combined The decrease in flowrate from Area"B" of 1.71 CFS is approximately equal to the increase in flowrate from Area"C" of 1.37 CFS. Therefore, although the flows take a different route to the ultimate discharge of the 48" storm drain into Temecula Creek, they are about the same as originally designed and area easily accommodated by the existing storm drain facilities. Maps & Plates a m.O0-.d PN ON P .-.40N1.- NMUIPM N Nm 4O N P NN N 0400.-4 Y 04 N d Nom .OU1 d M N N.-.000, P m N O O 00444 M N N.. O O O P P U O W • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 00000 Z ..> MMMMN NNNNN NNNN-. 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C L...:�?YC,'r. !fn a:'l .1 _ LEGEND HYDROLOGIC SOILS GROUP MAP SOILS GROUP BOUNDARY FOR A SOILS GROUP DESIGNATION R C F C & W C D _ _ PECHANGA !HHYDFOL0GY MANUAL 0 000 PLATE C—I.61 100-Year Rational Method Hydrology Area "A" Existing Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/18/17 File:250E100A.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 100-Year Study -- Area "A" Existing Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3 .480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 130.000 (Ft. ) Top (of initial area) elevation = 95.400 (Ft. ) Bottom (of initial area) elevation = 94.500 (Ft. ) Difference in elevation = 0.900 (Ft. ) Slope = 0.00692 s(percent) = 0.69 TC = k(0.530) * [ (lengthA3) / (elevation change) ] '0.2 Initial area time of concentration = 10.041 min. Rainfall intensity = 3.475 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 92.20 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.485 (CFS) Total initial stream area = 0.160 (Ac. ) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 90.700 (Ft. ) Downstream point/station elevation = 89.500 (Ft. ) Pipe length = 250.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.485 (CFS) Nearest computed pipe diameter = 9.00 (In. ) Calculated individual pipe flow = 0.485 (CFS) Normal flow depth in pipe = 4.08 (In. ) Flow top width inside pipe = 8.96 (In. ) Critical Depth = 3.77 (In. ) Pipe flow velocity = 2.49(Ft/s) Travel time through pipe = 1.68 min. Time of concentration (TC) = 11.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.869 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 92.20 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 11.72 min. Rainfall intensity = 3.192 (In/Hr) for a 100.0 year storm Subarea runoff = 0.139(CFS) for 0.050 (Ac. ) Total runoff = 0.623 (CFS) Total area = 0.210 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 89.500 (Ft. ) Downstream point/station elevation = 88.300 (Ft. ) Pipe length = 230.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.623 (CFS) Nearest computed pipe diameter = 9.00 (In. ) Calculated individual pipe flow = 0.623 (CFS) Normal flow depth in pipe = 4.62 (In. ) Flow top width inside pipe = 9.00 (In. ) Critical Depth = 4.30 (In. ) Pipe flow velocity = 2.73 (Ft/s) Travel time through pipe = 1.40 min. Time of concentration (TC) = 13.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.867 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 92.20 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 13.12 min. Rainfall intensity = 3.000 (In/Hr) for a 100.0 year storm Subarea runoff = 0.729(CFS) for 0.280 (Ac. ) Total runoff = 1.352 (CFS) Total area = 0.490 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 88.300 (Ft. ) Downstream point/station elevation = 88.200 (Ft.) Pipe length = 15.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.352 (CFS) Nearest computed pipe diameter = 9.00 (In. ) Calculated individual pipe flow = 1.352 (CFS) Normal flow depth in pipe = 9.00 (In. ) Flow top width inside pipe = 0.00 (In. ) Critical Depth = 6.43 (In. ) Pipe flow velocity = 3.06 (Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 13.20 min. End of computations, total study area = 0.49 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 82.0 100-Year Rational Method Hydrology Area "B" Existing Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/18/17 File:250E100B.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 100-Year Study -- Area "B" Existing Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3 .480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 420.000 (Ft.) Top (of initial area) elevation = 97.200 (Ft. ) Bottom (of initial area) elevation = 92.600 (Ft. ) Difference in elevation = 4.600 (Ft. ) Slope = 0.01095 s(percent)= 1.10 TC = k(0.300) * [ (lengthA3) / (elevation change) ] ''0.2 Initial area time of concentration = 8.289 min. Rainfall intensity = 3 .861(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.895 (CFS) Total initial stream area = 2.000 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 92.600 (Ft. ) Downstream point elevation = 90.300 (Ft. ) Channel length thru subarea = 160.000 (Ft. ) Channel base width = 0.000 (Ft. ) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 7.900 (CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000 (Ft. ) Flow(q) thru subarea = 7.900 (CFS) Depth of flow = 0.235 (Ft. ) , Average velocity = 2 .852 (Ft/s) Channel flow top width = 23.537 (Ft.) Flow Velocity = 2.85 (Ft/s) Travel time = 0.94 min. Time of concentration = 9.22 min. Sub-Channel No. 1 Critical depth = 0.273 (Ft. ) Critical flow top width = 27.344 (Ft. ) Critical flow velocity= 2.113 (Ft/s) Critical flow area = 3.738 (Sq.Ft) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.641(In/Hr) for a 100.0 year storm Subarea runoff = 1.950 (CFS) for 0.600 (Ac. ) Total runoff = 8.845 (CFS) Total area = 2 .600 (Ac. ) Depth of flow = 0.246 (Ft. ) , Average velocity = 2. 934 (Ft/s) Sub-Channel No. 1 Critical depth = 0.287 (Ft. ) Critical flow top width = 28.711(Ft. ) Critical flow velocity= 2 .146 (Ft/s) Critical flow area = 4. 122 (Sq.Ft) End of computations, total study area = 2.60 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 100-Year Rational Method Hydrology Area "C" Existing Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/18/17 File:250E100C.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 100-Year Study -- Area "C" Existing Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 410.000 (Ft.) Top (of initial area) elevation = 95.000 (Ft. ) Bottom (of initial area) elevation = 91.200 (Ft. ) Difference in elevation = 3.800 (Ft. ) Slope = 0.00927 s (percent) = 0.93 TC = k(0.300) * [ (lengthA3) / (elevation change) ] A0.2 Initial area time of concentration = 8.489 min. Rainfall intensity = 3.811(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.784 (CFS) Total initial stream area = 1.700 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 91.200 (Ft. ) Downstream point elevation = 90.660 (Ft. ) Channel length thru subarea = 150.000 (Ft. ) Channel base width = 0.000 (Ft. ) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 8.434 (CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000 (Ft. ) Flow(q) thru subarea = 8.434 (CFS) Depth of flow = 0.313 (Ft. ) , Average velocity = 1.725 (Ft/s) Channel flow top width = 31.271(Ft. ) Flow Velocity = 1.72 (Ft/s) Travel time = 1.45 min. Time of concentration = 9.94 min. Sub-Channel No. 1 Critical depth = 0.281(Ft. ) Critical flow top width = 28.125 (Ft. ) Critical flow velocity= 2.132 (Ft/s) Critical flow area = 3.955 (Sq.Ft) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.495 (In/Hr) for a 100.0 year storm Subarea runoff = 5.238 (CFS) for 1.680 (Ac. ) Total runoff = 11.022 (CFS) Total area = 3.380 (Ac.) Depth of flow = 0.346 (Ft. ) , Average velocity = 1.844 (Ft/s) Sub-Channel No. 1 Critical depth = 0.313 (Ft. ) Critical flow top width = 31.250 (Ft. ) Critical flow velocity= 2 .257 (Ft/s) Critical flow area = 4.883 (Sq.Ft) End of computations, total study area = 3.38 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 100-Year Rational Method Hydrology Area "A" Proposed Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/20/17 File:250P100A.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 100-Year Study -- Area "A" Proposed Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 260.000 (Ft. ) Top (of initial area) elevation = 97.200 (Ft.) Bottom (of initial area) elevation = 94.000 (Ft. ) Difference in elevation = 3.200 (Ft.) Slope = 0.01231 s(percent) = 1.23 TC = k(0.300) * [ (lengthA3) / (elevation change) ] A0.2 Initial area time of concentration = 6.685 min. Rainfall intensity = 4.346 (In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.894 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.845 (CFS) Total initial stream area = 0.990 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 91.000 (Ft. ) Downstream point/station elevation = 89.300 (Ft. ) Pipe length = 10.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.845 (CFS) Nearest computed pipe diameter = 9.00 (In. ) Calculated individual pipe flow = 3.845 (CFS) Normal flow depth in pipe = 4.83 (In. ) Flow top width inside pipe = 8.98 (In. ) Critical depth could not be calculated. Pipe flow velocity = 15.90 (Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 6.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 89.300 (Ft. ) Downstream point/station elevation = 88.300 (Ft. ) Pipe length = 200.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.845 (CFS) Nearest computed pipe diameter = 15.00 (In. ) Calculated individual pipe flow = 3 .845 (CFS) Normal flow depth in pipe = 10.55 (In. ) Flow top width inside pipe = 13.71(In. ) Critical Depth = 9.52 (In. ) Pipe flow velocity = 4.17 (Ft/s) Travel time through pipe = 0.80 min. Time of concentration (TC) = 7.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 92.20 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 7.49 min. Rainfall intensity = 4.082 (In/Hr) for a 100.0 year storm Subarea runoff = 1.001(CFS) for 0.280 (Ac. ) Total runoff = 4.846 (CFS) Total area = 1.270 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 88.300 (Ft. ) Downstream point/station elevation = 88.200 (Ft. ) Pipe length = 15.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.846 (CFS) Nearest computed pipe diameter = 15.00 (In. ) Calculated individual pipe flow = 4.846 (CFS) Normal flow depth in pipe = 11.32 (In. ) Flow top width inside pipe = 12.91(In. ) Critical Depth = 10.71(In. ) Pipe flow velocity = 4.88 (Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 7.55 min. End of computations, total study area = 1.27 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.298 Area averaged RI index number = 66.8 100-Year Rational Method Hydrology Area "B" Proposed Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/19/17 File:250P100B.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 100-Year Study -- Area "B" Proposed Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 7.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 250.000 (Ft. ) Top (of initial area) elevation = 95.300 (Ft.) Bottom (of initial area) elevation = 92.600 (Ft. ) Difference in elevation = 2.700 (Ft. ) Slope = 0.01080 s (percent)= 1.08 TC = k(0.300) * [ (lengthA3) / (elevation change) ] '0.2 Initial area time of concentration = 6.755 min. Rainfall intensity = 4.322 (In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.894 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.660 (CFS) Total initial stream area = 0.430 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 92.600 (Ft. ) Downstream point elevation = 90.300 (Ft. ) Channel length thru subarea = 160.000 (Ft. ) Channel base width = 0.000 (Ft. ) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 2.743 (CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000 (Ft. ) Flow(q) thru subarea = 2.743 (CFS) Depth of flow = 0.158 (Ft. ) , Average velocity = 2.189(Ft/s) Channel flow top width = 15.830 (Ft. ) Flow Velocity = 2.19(Ft/s) Travel time = 1.22 min. Time of concentration = 7.97 min. Sub-Channel No. 1 Critical depth = 0.180 (Ft.) Critical flow top width = 17.969(Ft. ) Critical flow velocity= 1.699(Ft/s) Critical flow area = 1.614 (Sq.Ft) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.945 (In/Hr) for a 100.0 year storm Subarea runoff = 2.114 (CFS) for 0.600 (Ac. ) Total runoff = 3.774 (CFS) Total area = 1.030 (Ac. ) Depth of flow = 0.178 (Ft.) , Average velocity = 2.371(Ft/s) Sub-Channel No. 1 Critical depth = 0.204 (Ft. ) Critical flow top width = 20.410 (Ft. ) Critical flow velocity= 1.812 (Ft/s) Critical flow area = 2.083 (Sq.Ft) End of computations, total study area = 1.03 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 100-Year Rational Method Hydrology Area "C" Proposed Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/19/17 File:250P100C.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 100-Year Study -- Area "C" Proposed Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 540.000 (Ft. ) Top (of initial area) elevation = 96.600 (Ft.) Bottom (of initial area) elevation = 91.500 (Ft. ) Difference in elevation = 5.100 (Ft. ) Slope = 0.00944 s(percent) = 0.94 TC = k(0.300) * [ (length''3) / (elevation changeW0.2 Initial area time of concentration = 9.442 min. Rainfall intensity = 3.595 (In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.800(CFS) Total initial stream area = 2.120 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.44 min. Rainfall intensity = 3.595 (In/Hr) for a 100.0 year storm Subarea runoff = 1.187 (CFS) for 0.370 (Ac. ) Total runoff = 7.987 (CFS) Total area = 2.490 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 88.500 (Ft. ) Downstream point/station elevation = 86.240 (Ft. ) Pipe length = 170.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.987 (CFS) Nearest computed pipe diameter = 18.00 (In. ) Calculated individual pipe flow = 7.987 (CFS) Normal flow depth in pipe = 10.66 (In. ) Flow top width inside pipe = 17.69(In. ) Critical Depth = 13.15 (In. ) Pipe flow velocity = 7.32 (Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 9.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.490 (Ac.) Runoff from this stream = 7.987 (CFS) Time of concentration = 9.83 min. Rainfall intensity = 3.516 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 520.000 (Ft. ) Top (of initial area) elevation = 93.700 (Ft.) Bottom (of initial area) elevation = 90.660 (Ft. ) Difference in elevation = 3.040 (Ft. ) Slope = 0.00585 s(percent)= 0.58 TC = k(0.300) * [ (length"3) / (elevation change) ] "0.2 Initial area time of concentration = 10.236 min. Rainfall intensity = 3.438 (In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 3) = 80.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.153 (CFS) Total initial stream area = 1.680 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 11.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.680 (Ac. ) Runoff from this stream = 5.153 (CFS) Time of concentration = 10.24 min. Rainfall intensity = 3.438 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.987 9.83 3.516 2 5.153 10.24 3.438 Largest stream flow has longer or shorter time of concentration Qp = 7.987 + sum of Qa Tb/Ta 5.153 * 0.960 = 4.948 Qp = 12.935 Total of 2 main streams to confluence: Flow rates before confluence point: 7.987 5.153 Area of streams before confluence: 2.490 1.680 Results of confluence: Total flow rate = 12.935 (CFS) Time of concentration = 9.829 min. Effective stream area after confluence = 4.170 (Ac. ) End of computations, total study area = 4.17 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 10-Year Rational Method Hydrology Area "A" Existing Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/19/17 File:250E010A.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 10-Year Study -- Area "A" Existing Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 130.000 (Ft. ) Top (of initial area) elevation = 95.400 (Ft. ) Bottom (of initial area) elevation = 94.500 (Ft. ) Difference in elevation = 0.900 (Ft. ) Slope = 0.00692 s (percent) = 0.69 TC = k(0.530) * [ (lengthA3) / (elevation change) ] A0.2 Initial area time of concentration = 10.041 min. Rainfall intensity = 2 .352 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.800 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 82.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.301(CFS) Total initial stream area = 0.160 (Ac. ) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 90.700 (Ft. ) Downstream point/station elevation = 89.500 (Ft. ) Pipe length = 250.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.301(CFS) Nearest computed pipe diameter = 6.00 (In. ) Calculated individual pipe flow = 0.301 (CFS) Normal flow depth in pipe = 3.96 (In. ) Flow top width inside pipe = 5.68 (In. ) Critical Depth = 3.33 (In. ) Pipe flow velocity = 2.19 (Ft/s) Travel time through pipe = 1.91 min. Time of concentration (TC) = 11.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.792 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 82.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 11.95 min. Rainfall intensity = 2.138 (In/Hr) for a 10.0 year storm Subarea runoff = 0.085 (CFS) for 0.050 (Ac. ) Total runoff = 0.386 (CFS) Total area = 0.210 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 89.500 (Ft. ) Downstream point/station elevation = 88.300 (Ft.) Pipe length = 230.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.386 (CFS) Nearest computed pipe diameter = 6.00 (In. ) Calculated individual pipe flow = 0.386 (CFS) Normal flow depth in pipe = 4.69(In. ) Flow top width inside pipe = 4.96 (In. ) Critical Depth = 3.79 (In. ) Pipe flow velocity = 2.35 (Ft/s) Travel time through pipe = 1.63 min. Time of concentration (TC) = 13.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.785 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 82.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 13.58 min. Rainfall intensity = 1.992 (In/Hr) for a 10.0 year storm Subarea runoff = 0.438 (CFS) for 0.280 (Ac. ) Total runoff = 0.824 (CFS) Total area = 0.490 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 88.300 (Ft.) Downstream point/station elevation = 88.200 (Ft. ) Pipe length = 15.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.824 (CFS) Nearest computed pipe diameter = 9.00 (In.) Calculated individual pipe flow = 0.824 (CFS) Normal flow depth in pipe = 5.07(In.) Flow top width inside pipe = 8.93 (In. ) Critical Depth = 4.97 (In. ) Pipe flow velocity = 3.21(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 13 .66 min. End of computations, total study area = 0.49 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 82.0 10-Year Rational Method Hydrology Area "B" Existing Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/19/17 File:250E010B.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 10-Year Study --Area "B" Existing Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 420.000 (Ft. ) Top (of initial area) elevation = 97.200 (Ft. ) Bottom (of initial area) elevation = 92.600 (Ft. ) Difference in elevation = 4.600 (Ft. ) Slope = 0.01095 s (percent)= 1.10 TC = k(0.300) * [ (length"3) / (elevation change) ] "0.2 Initial area time of concentration = 8.289 min. Rainfall intensity = 2.614 (In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.595 (CFS) Total initial stream area = 2.000 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 92.600 (Ft. ) Downstream point elevation = 90.300 (Ft. ) Channel length thru subarea = 160.000 (Ft. ) Channel base width = 0.000 (Ft. ) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 5.284 (CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000 (Ft. ) Flow(q) thru subarea = 5.284 (CFS) Depth of flow = 0.202 (Ft. ) , Average velocity = 2 .579(Ft/s) Channel flow top width = 20.242 (Ft. ) Flow Velocity = 2 .58 (Ft/s) Travel time = 1.03 min. Time of concentration = 9.32 min. Sub-Channel No. 1 Critical depth = 0.234 (Ft. ) Critical flow top width = 23.438 (Ft. ) Critical flow velocity= 1.924 (Ft/s) Critical flow area = 2 .747 (Sq.Ft) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.450 (In/Hr) for a 10.0 year storm Subarea runoff = 1.291(CFS) for 0.600 (Ac. ) Total runoff = 5.885(CFS) Total area = 2.600 (Ac. ) Depth of flow = 0.211(Ft. ) , Average velocity = 2.650 (Ft/s) Sub-Channel No. 1 Critical depth = 0.244 (Ft. ) Critical flow top width = 24.414 (Ft.) Critical flow velocity= 1.975 (Ft/s) Critical flow area = 2.980 (Sq.Ft) End of computations, total study area = 2.60 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 10-Year Rational Method Hydrology Area "C" Existing Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/19/17 File:250E010C.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 10-Year Study -- Area "C" Existing Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 410.000 (Ft. ) Top (of initial area) elevation = 95.000 (Ft. ) Bottom (of initial area) elevation = 91.200 (Ft. ) Difference in elevation = 3.800 (Ft. ) Slope = 0.00927 s (percent) = 0.93 TC = k(0.300) * [ (lengthA3) / (elevation change) ] A0.2 Initial area time of concentration = 8.489 min. Rainfall intensity = 2.580 (In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 62 .50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3 .854 (CFS) Total initial stream area = 1.700 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 91.200 (Ft. ) Downstream point elevation = 90.660 (Ft. ) Channel length thru subarea = 150.000 (Ft. ) Channel base width = 0.000 (Ft. ) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 5.626 (CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000 (Ft. ) Flow(q) thru subarea = 5.626 (CFS) Depth of flow = 0.269(Ft. ) , Average velocity = 1.559 (Ft/s) Channel flow top width = 26.867 (Ft.) Flow Velocity = 1.56 (Ft/s) Travel time = 1.60 min. Time of concentration = 10.09 min. Sub-Channel No. 1 Critical depth = 0.240 (Ft. ) Critical flow top width = 24.023 (Ft. ) Critical flow velocity= 1.950 (Ft/s) Critical flow area = 2.886 (Sq.Ft) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 62 .50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.346 (In/Hr) for a 10.0 year storm Subarea runoff = 3 .456 (CFS) for 1.680 (Ac. ) Total runoff = 7.310 (CFS) Total area = 3 .380 (Ac. ) Depth of flow = 0.296 (Ft. ) , Average velocity = 1.664 (Ft/s) Sub-Channel No. 1 Critical depth = 0.266 (Ft. ) Critical flow top width = 26.563 (Ft. ) Critical flow velocity= 2.072 (Ft/s) Critical flow area = 3.528 (Sq.Ft) End of computations, total study area = 3.38 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62 .5 10-Year Rational Method Hydrology Area "A" Proposed Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/19/17 File:250P010A.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 10-Year Study -- Area "A" Proposed Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2 .360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 260.000 (Ft. ) Top (of initial area) elevation = 97.200 (Ft. ) Bottom (of initial area) elevation = 94.000 (Ft. ) Difference in elevation = 3.200 (Ft. ) Slope = 0.01231 s(percent) = 1.23 TC = k(0.300) * [ (length"3) / (elevation change) ] '0.2 Initial area time of concentration = 6.685 min. Rainfall intensity = 2.942 (In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.565 (CFS) Total initial stream area = 0.990 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 91.000 (Ft. ) Downstream point/station elevation = 89.300 (Ft. ) Pipe length = 10.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.565 (CFS) Nearest computed pipe diameter = 9.00 (In. ) Calculated individual pipe flow = 2.565 (CFS) Normal flow depth in pipe = 3.83 (In. ) Flow top width inside pipe = 8.90 (In. ) Critical Depth = 8.37 (In. ) Pipe flow velocity = 14.35 (Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 6.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 89.300 (Ft. ) Downstream point/station elevation = 88.300 (Ft. ) Pipe length = 200.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2 .565 (CFS) Nearest computed pipe diameter = 15.00 (In.) Calculated individual pipe flow = 2.565 (CFS) Normal flow depth in pipe = 8.04 (In. ) Flow top width inside pipe = 14.96 (In. ) Critical Depth = 7.70 (In. ) Pipe flow velocity = 3 .83 (Ft/s) Travel time through pipe = 0.87 min. Time of concentration (TC) = 7.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.813 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 82.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 7.57 min. Rainfall intensity = 2.748 (In/Hr) for a 10.0 year storm Subarea runoff = 0.626 (CFS) for 0.280 (Ac. ) Total runoff = 3.191(CFS) Total area = 1.270 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 88.300 (Ft. ) Downstream point/station elevation = 88.200 (Ft. ) Pipe length = 15.00 (Ft. ) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 3.191(CFS) Nearest computed pipe diameter = 15.00 (In. ) Calculated individual pipe flow = 3.191(CFS) Normal flow depth in pipe = 8.41(In. ) Flow top width inside pipe = 14.89(In. ) Critical Depth = 8.64 (In. ) Pipe flow velocity = 4.50 (Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 7.62 min. End of computations, total study area = 1.27 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.298 Area averaged RI index number = 66.8 10-Year Rational Method Hydrology Area "B" Proposed Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/19/17 File:250P010B.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 10-Year Study -- Area "B" Proposed Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 7.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 250.000(Ft. ) Top (of initial area) elevation = 95.300 (Ft. ) Bottom (of initial area) elevation = 92.600 (Ft. ) Difference in elevation = 2.700 (Ft.) Slope = 0.01080 s(percent) = 1.08 TC = k(0.300) * [ (length"3) / (elevation change) ] "0.2 Initial area time of concentration = 6.755 min. Rainfall intensity = 2.925 (In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.108 (CFS) Total initial stream area = 0.430 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 92.600 (Ft. ) Downstream point elevation = 90.300 (Ft. ) Channel length thru subarea = 160.000 (Ft. ) Channel base width = 0.000 (Ft. ) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 1.843 (CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000 (Ft. ) Flow(q) thru subarea = 1.843 (CFS) Depth of flow = 0.136 (Ft. ) , Average velocity = 1.982 (Ft/s) Channel flow top width = 13 .638 (Ft. ) Flow Velocity = 1.98 (Ft/s) Travel time = 1.35 min. Time of concentration = 8.10 min. Sub-Channel No. 1 Critical depth = 0.153 (Ft. ) Critical flow top width = 15.332 (Ft. ) Critical flow velocity= 1.568 (Ft/s) Critical flow area = 1.175 (Sq.Ft) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.647 (In/Hr) for a 10.0 year storm Subarea runoff = 1.396 (CFS) for 0.600 (Ac.) Total runoff = 2.504 (CFS) Total area = 1.030 (Ac. ) Depth of flow = 0.153 (Ft. ) , Average velocity = 2.140 (Ft/s) Sub-Channel No. 1 Critical depth = 0.174 (Ft. ) Critical flow top width = 17.383 (Ft. ) Critical flow velocity= 1.658 (Ft/s) Critical flow area = 1.511(Sq.Ft) End of computations, total study area = 1.03 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62.5 10-Year Rational Method Hydrology Area "C" Proposed Conditions Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2012 Version 8.0 Rational Hydrology Study Date: 04/19/17 File:250P010C.out Vail Ranch Towne Center 43975 Mahlon Vail Road, Temecula 10-Year STudy -- Area "C" Proposed Conditions ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6312 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1) For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360 (In/Hr) 10 year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity = 3.480 (In/Hr) 100 year storm 60 minute intensity = 1.300 (In/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.880 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 540.000 (Ft. ) Top (of initial area) elevation = 96.600 (Ft. ) Bottom (of initial area) elevation = 91.500 (Ft. ) Difference in elevation = 5.100 (Ft. ) Slope = 0.00944 s(percent) = 0.94 TC = k(0.300) * [ (length"3) / (elevation change) ] "0.2 Initial area time of concentration = 9.442 min. Rainfall intensity = 2.433 (In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.528 (CFS) Total initial stream area = 2.120 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 9.44 min. Rainfall intensity = 2.433 (In/Hr) for a 10.0 year storm Subarea runoff = 0.790 (CFS) for 0.370 (Ac. ) Total runoff = 5.318 (CFS) Total area = 2.490 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 88.500 (Ft. ) Downstream point/station elevation = 86.240 (Ft. ) Pipe length = 170.00 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.318 (CFS) Nearest computed pipe diameter = 15.00 (In. ) Calculated individual pipe flow = 5.318 (CFS) Normal flow depth in pipe = 9.38 (In. ) Flow top width inside pipe = 14.52 (In. ) Critical Depth = 11.21(In. ) Pipe flow velocity = 6.60 (Ft/s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 9.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.490 (Ac. ) Runoff from this stream = 5.318 (CFS) Time of concentration = 9.87 min. Rainfall intensity = 2.374 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 520.000 (Ft. ) Top (of initial area) elevation = 93.700 (Ft. ) Bottom (of initial area) elevation = 90.660 (Ft. ) Difference in elevation = 3.040 (Ft. ) Slope = 0.00585 s (percent)= 0.58 TC = k(0.300) * [ (lengthA3) / (elevation change) ] "0.2 Initial area time of concentration = 10.236 min. Rainfall intensity = 2.327 (In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.500 Decimal fraction soil group C = 0.500 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.429(CFS) Total initial stream area = 1.680 (Ac. ) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 11.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.680 (Ac. ) Runoff from this stream = 3.429(CFS) Time of concentration = 10.24 min. Rainfall intensity = 2.327 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.318 9.87 2.374 2 3.429 10.24 2.327 Largest stream flow has longer or shorter time of concentration Qp = 5.318 + sum of Qa Tb/Ta 3.429 * 0.964 = 3.307 Qp = 8.625 Total of 2 main streams to confluence: Flow rates before confluence point: 5.318 3.429 Area of streams before confluence: 2 .490 1.680 Results of confluence: Total flow rate = 8.625 (CFS) Time of concentration = 9.871 min. Effective stream area after confluence = 4.170 (Ac. ) End of computations, total study area = 4.17 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number = 62 .5 Hydraulic Calculations Max flow in 8-in pipe - Area A Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.010 Channel Slope 0.00500 ft/ft Normal Depth 0.67 ft Diameter 0.67 ft Discharge 1.13 ft3/s Results Discharge 1.13 ft3/s Normal Depth 0.67 ft Flow Area 0.35 ft2 Wetted Perimeter 2.10 ft Hydraulic Radius 0.17 ft Top Width 0.00 ft Critical Depth 0.50 ft Percent Full 100.0 % Critical Slope 0.00601 ft/ft Velocity 3.19 ft/s Velocity Head 0.16 ft Specific Energy 0.83 ft Froude Number 0.00 Maximum Discharge 1.21 ft3/s Discharge Full 1.13 ft3/s Slope Full 0.00500 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Bentley Systems,Inc. Haestad Methods SorBdiritecEtdwMaster V8i(SELECTseries 1) [08.11.01.03] 4/23/2017 1:48:41 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Max flow in 30" pipe © 0.5% Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Normal Depth 2.50 ft Diameter 2.50 ft Discharge 29.00 ft3/s Results Discharge 29.00 ft3/s Normal Depth 2.50 ft Flow Area 4.91 ft2 Wetted Perimeter 7.85 ft Hydraulic Radius 0.63 ft Top Width 0.00 ft Critical Depth 1.84 ft Percent Full 100.0 % Critical Slope 0.00632 ft/ft Velocity 5.91 ft/s Velocity Head 0.54 ft Specific Energy 3.04 ft Froude Number 0.00 Maximum Discharge 31.20 ft3/s Discharge Full 29.00 ft3/s Slope Full 0.00500 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Bentley Systems,Inc. Haestad Methods SolflEtidliefEhharMaster V8i(SELECTseries 1) [08.11.01.03] 412312017 12:02:55 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Retention Basin Sizing BMP ID Required Entries Bioretention Facility -Design Procedure Legend: Calculated Cells Company Name: Sessions Consulting Engineer Date: 12/22/2016 Designed by: Kerry Sessions County/City Case No.: Design Volume Enter the area tributary to this feature AT= 42862 acres Enter VBMJ determined from Section 2.1 of this Handbook VBMP 1,988 ft3 Type of Bioretention Facility Design QQ Side slopes required (parallel to parking spaces or adjacent to walkways) 0 No side slopes required(perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area Depth of Soil Filter Media Layer ds = 2.0 ft Top Width of Bioretention Facility, excluding curb wT= 55.0 ft Total Effective Depth, dE dE= (0.3)x ds+ (0.4)x 1 - (0.7/wT) + 0.5 dE= L49 ft Minimum Surface Area, Am 3 AMtr __ VBMP(ft ) = 1,337 AM(ft2) dE(ft) Proposed Surface Area A= 2,196 ft2 Bioretention Facility Properties Side Slopes in Bioretention Facility z= 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3%maximum) 0 6" Check Dam Spacing 0 feet Describe Vegetation: Natural Grasses Notes: Riverside County Best Management Practice Design Handbook JUNE 2010