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HomeMy WebLinkAboutParcel Map 22863 Parcel 1 Hydro Report VENTURA ENGINEERING INLAND, INC. 27393 YNEZ ROAD, SUITE 159, TEMECULA, CALIFORNIA 92591 (951) 252-7632 FINAL HYDROLOGY REPORT PROPOSED DRIVE-THRU BUILDINGS PA23-0026, PA23-0027, PA23-0030 29540 RANCHO CALIFORNIA ROAD TEMECULA, CALIFORNIA 92591 APN: 921-320-061 PREPARED FOR: FAIRWAY COLIMA CA SEVEN, LLC 21700 COPLAY DRIVE, SUITE 320 SAN DIEGO, CALIFORNIA 91765 (909) 594-3388 PREPARED BY: VENTURA ENGINEERING INLAND 27393 YNEZ ROAD, SUITE 159 TEMECULA, CALIFORNIA 92591 (951) 252-7632 ORIGINAL DATE: May 14, 2024 I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions code, and that the design is consistent with current standards. _____________________________ ______________ WILFREDO VENTURA DATE R.C.E. NO. 66532 EXPIRES 6/30/26 5/14/24 APPROVED BY CITY OF TEMECULA PUBLIC WORKS david.pina 07/02/2024 07/02/2024 07/02/2024 07/02/20 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 2024-099 Temecula Ono - i - Original: 5/14/24 TABLE OF CONTENTS DESCRIPTIONS PAGE COVER SHEET . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i TABLE OF CONTENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ii 1.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2.0 LOCATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 3.0 METHODOLOGY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 4.0 RUNOFF INDEX NUMBERS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 5.0 EXISTING CONDITIONS CALCULATIONS . . . . . . . . . . . . . . . . . . . . 1 6.0 PROPOSED CONDITIONS CALCULATIONS . . . . . . . . . . . . . . . . . . 2 7.0 COMPARISON . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 8.0 CONCLUSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 9.0 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 10.0 DECLARATION OF RESPONSIBLE CHARGE . . . . . . . . . . . . . . . . . 4 11.0 ATTACHMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 11.1 ATTACHMENT 1: STANDARDS EXCERPTS . . . . . . . . . . . . . 4 11.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS 4 11.3 ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 11.4 ATTACHMENT 4: EXHIBITS . . . . . . . . . . . . . . . . . . . . . . . . . . 5 11.5 ATTACHMENT 5: FEMA ANALYSIS . . . . . . . . . . . . . . . . . . . . 5 ATTACHMENT 1: STANDARDS EXCERPTS ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS ATTACHMENT 4: EXHIBITS ATTACHMENT 5: FEMA ANALYSIS FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 2024-099 Temecula Ono - 1 - Original: 5/14/24 1.0 INTRODUCTION The purpose of this report is to calculate the impacts of the redevelopment of the Claim Jumper pad into two pads for 2 new restaurants with drive-thru lanes. The project is located at 29540 Rancho California Road in Temecula, California and is part of an existing retail shopping area. The project site is currently a vacant restaurant. The site will be redeveloped into two separate restaurants, drive thru lanes, and a new ADA access path to Rancho California Road. 2.0 LOCATION A vicinity map is provided for reference in Attachment 4. 3.0 METHODOLOGY Based on conversations and discussions with the City this report calculates only the 100-Year and 10-year Peak Runoff based on the Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978) rational methodology for the portion of the site that is being disturbed that is tributary to the existing storm drain inlet in the lowest corner of the project site. Clean copies of the standard excerpts and a selection of other design references have been included in Attachment 1: Standards Excerpts for ease of use. 4.0 COVER TYPE Based on conversations with the City, this report will be utilizing the existing conditions as being commercial as the area was already allocated as buildings and walkways by the original plans and reports and their subsequently installed infrastructure. 5.0 EXISTING CONDITIONS CALCULATIONS The existing conditions have been evaluated using the Rational Method from the Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978). Certain tables and figures from the Standards are referenced in this report and have been included in Attachment 1: Standards Excerpts. The existing conditions calculations are in Attachment 2 for reference. The existing conditions exhibit is provided for reference in Attachment 4. A summary of the existing conditions calculations are as follows: CONFLUENCE POINT A EXISTING CONDITIONS SUMMARY DATA 100-YEAR 10-YEAR AMC III II TIME OF CONCENTRATION (MIN) 6.74 6.93 INTENSITY (IN/HR) 4.326 2.885 AREA (ACRES) 1.447 1.447 TOTAL DISCHARGE (CFS) 5.8 3.9 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 2024-099 Temecula Ono - 2 - Original: 5/14/24 6.0 PROPOSED CONDITIONS CALCULATIONS The proposed conditions have been evaluated using the Rational Method from the Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978). Certain tables and figures from the Standards are referenced in this report and have been included in Attachment 1: Standards Excerpts. The proposed conditions calculations are located in Attachment 3 for reference. The proposed conditions exhibit is provided for reference in Attachment 4. The proposed conditions exhibit is provided for reference in Attachment 4. A summary of the proposed conditions calculations are as follows: CONFLUENCE POINT A PROPOSED CONDITIONS SUMMARY DATA 100-YEAR 10-YEAR AMC III II TIME OF CONCENTRATION (MIN) 6.57 6.73 INTENSITY (IN/HR) 4.388 2.930 AREA (ACRES) 1.487 1.487 TOTAL DISCHARGE (CFS) 5.8 3.8 It should also be noted that the proposed conditions are conservative in design and do not consider the proposed BMP as a retention/detention element; but rather, a pipe run. The time to fill the required HMP cistern is not considered in these calculations. Since this is not considered, these calculations are more conservative and only consider the cistern in its bypass configuration with all runoff directly into the outlet pipe. 7.0 COMPARISON The project site proposes the use of slope flattening and permeable areas to meet low impact development processes. The comparison data summaries at Confluence Points A is as follows: CONFLUENCE POINT A COMPARISON – 100-YEAR DESIGN STORM EVENT DATA EXISTING CONDITIONS 100-YEAR PROPOSED CONDITION 100-YEAR COMPARISON AMC III III NO CHANGE TIME OF CONCENTRATION (MIN) 6.74 6.57 - 0.17 INTENSITY (IN/HR) 4.326 4.388 + 0.062 AREA (ACRES) * 1.447 1.487 + 0.040 TOTAL DISCHARGE (CFS) 5.8 5.8 NO CHANGE * THE PROPOSED CONDITIONS EXCLUDES ADDITIONAL AREA ALONG THE TOP OF THE PAD AS IT HAS BEEN FLATTENED TO ACCOMMODATE THE ADDITION OF AN ADA PATH TO RANCHO CALIFORNIA ROAD. FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 2024-099 Temecula Ono - 3 - Original: 5/14/24 CONFLUENCE POINT A COMPARISON – 10-YEAR DESIGN STORM EVENT DATA EXISTING CONDITIONS 100-YEAR PROPOSED CONDITION 100-YEAR COMPARISON AMC II II NO CHANGE TIME OF CONCENTRATION (MIN) 6.93 6.73 + 0.20 INTENSITY (IN/HR) 2.885 2.930 + 0.045 AREA (ACRES) * 1.447 1.487 + 0.040 TOTAL DISCHARGE (CFS) 3.9 3.8 - 0.1 * THE PROPOSED CONDITIONS EXCLUDES ADDITIONAL AREA ALONG THE TOP OF THE PAD AS IT HAS BEEN FLATTENED TO ACCOMMODATE THE ADDITION OF AN ADA PATH TO RANCHO CALIFORNIA ROAD. 8.0 CONCLUSION The proposed project site will construct two new restaurants, new drive thru lanes, new eating areas, new landscaping, and new HMP BMPs on a previously development single restaurant pad. The project illustrates that in the 100-Year there is no change to the 100-Year Design Storm Peak Discharge Rate and a 0.1 cfs decrease in the 10-Year Design Storm Peak Discharge Rate. Furthermore, the project site also includes an underground cistern with a detention volume of 2,680 cu-ft (0.0615 acre-ft) of storage upstream of a Modular Wetlands flow-thru biofiltration device. This development will not impact downstream properties or infrastructure. In addition, the following statements also apply to the project site as proposed: Existing Drainage Pattern Impact Statement: The project site does not substantially alter the existing drainage patterns of the project site or localized streams that would result in substantial erosion or siltation on- or -off site. Surface Runoff Statement: The project site does not substantially alter the existing drainage patterns of the project site or localized streams that would result in substantial surface water increase on- or -off site. Existing Storm Drain Improvements Statement: The project site does not substantially alter the existing drainage patterns of the project site or localized streams that would result in substantial impact the existing storm drain improvements on the retail shopping center/area. House in a 100-Year Flood Hazard Area Impact Statement: The project site does not propose any habitable structures; however, the FEMA analysis provided in Attachment 5 illustrate that the project site will not posse a flooding risk or impact at this time and the project site is located in Zone X. Structures in a 100-Year Flood Hazard Area Impact Statement: FEMA analysis provided in Attachment 5 illustrate that the project site is not proposing any structures in the 100-Year Flood Hazard Area as defined by FEMA Mapping. Flood Impact Statement: It is the opinion of the engineer of record for this project that, as proposed, the project improvements will not expose people or structures toa significant risk of loss, injury, or death involving flooding as a result of the failure of the proposed improvements, let alone a levee or dam, which are not present at this time. FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 2024-099 Temecula Ono - 4 - Original: 5/14/24 9.0 REFERENCES The following references were utilized in the creation of this hydrology report: Brater & King, Handbook of Hydraulics, 6th ed. Design Handbook for Low Impact Development Best Management Practices, Riverside County Flood Control & Water Conservation District, September 2011. Hydrology Manual, Riverside County Flood Control & Water Conservation District, April 1978 10.0 DECLARATION OF RESPONSIBLE CHARGE I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the agency is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. __________________________ ________________ Wilfredo Ventura Date 11.0 ATTACHMENTS The following attachment sections are provided for reference: 11.1 ATTACHMENT 1: STANDARD EXCERPTS This attachment contains excerpts from the standards and other design reference materials. Please refer to the attached references. 11.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS This attachment contains the existing conditions calculations. The existing conditions calculations are summarized in Section 4 of the report. Calculations are provided here for reference. 5/14/24 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 2024-099 Temecula Ono - 5 - Original: 5/14/24 11.3 ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS This attachment contains the proposed conditions calculations. The proposed conditions calculations are summarized in Section 5 of the report. Calculations are provided here for reference. 11.4 ATTACHMENT 4: EXHIBITS This attachment contains the Vicinity Map, Hydrology Exhibits, and BMP Details. 11.5 ATTACHMENT 5: FEMA ANALYSIS The site-specific FEMA Analysis is provided here for reference. FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 ATTACHMENT 1: STANDARD EXCERPTS This attachment contains various excerpts from the Riverside County Flood Control & Water Conservation District Hydrology Manual (April 1978 edition). Please see the attached excerpts from the standards. FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 2 - 1 - ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS This attachment contains the existing conditions calculations. Please see the attached calculations. FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 2 - 2 - EXISTING CONDITIONS – CONFLUENCE POINT A 100 YEAR DESIGN STORM EVENT Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 12/02/22 File:onoedd1100.out ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ 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 CaNorco ] 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 1.110 to Point/Station 1.210 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 100.000(Ft.) Top (of initial area) elevation = 1054.200(Ft.) Bottom (of initial area) elevation = 1049.000(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.05200 s(percent)= 5.20 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.672(CFS) Total initial stream area = 0.147(Ac.) Pervious area fraction = 0.100 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 2 - 3 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.210 to Point/Station 1.310 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 2.702(CFS) Depth of flow = 0.097(Ft.), Average velocity = 2.561(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.25 2 34.00 0.00 3 56.00 0.25 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 2.702(CFS) ' ' flow top width = 21.739(Ft.) ' ' velocity= 2.561(Ft/s) ' ' area = 1.055(Sq.Ft) ' ' Froude number = 2.049 Upstream point elevation = 1049.000(Ft.) Downstream point elevation = 1042.900(Ft.) Flow length = 215.000(Ft.) Travel time = 1.40 min. Time of concentration = 6.40 min. Depth of flow = 0.097(Ft.) Average velocity = 2.561(Ft/s) Total irregular channel flow = 2.702(CFS) Irregular channel normal depth above invert elev. = 0.097(Ft.) Average velocity of channel(s) = 2.561(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 4.452(In/Hr) for a 100.0 year storm Subarea runoff = 3.983(CFS) for 0.998(Ac.) Total runoff = 4.655(CFS) Total area = 1.145(Ac.) Depth of flow = 0.119(Ft.), Average velocity = 2.935(Ft/s) FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 2 - 4 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.310 to Point/Station 1.320 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 5.269(CFS) Depth of flow = 0.163(Ft.), Average velocity = 2.911(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.25 2 16.00 0.00 3 34.00 0.25 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 5.269(CFS) ' ' flow top width = 22.189(Ft.) ' ' velocity= 2.911(Ft/s) ' ' area = 1.810(Sq.Ft) ' ' Froude number = 1.796 Upstream point elevation = 1042.900(Ft.) Downstream point elevation = 1041.800(Ft.) Flow length = 60.000(Ft.) Travel time = 0.34 min. Time of concentration = 6.74 min. Depth of flow = 0.163(Ft.) Average velocity = 2.911(Ft/s) Total irregular channel flow = 5.269(CFS) Irregular channel normal depth above invert elev. = 0.163(Ft.) Average velocity of channel(s) = 2.911(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 4.326(In/Hr) for a 100.0 year storm Subarea runoff = 1.171(CFS) for 0.302(Ac.) Total runoff = 5.827(CFS) Total area = 1.447(Ac.) Depth of flow = 0.169(Ft.), Average velocity = 2.985(Ft/s) End of computations, total study area = 1.45 (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 = 75.0 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 2 - 5 - EXISTING CONDITIONS – CONFLUENCE POINT A 10 YEAR DESIGN STORM EVENT Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 12/02/22 File:onoedd110.out ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ 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 CaNorco ] 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 1.110 to Point/Station 1.210 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 100.000(Ft.) Top (of initial area) elevation = 1054.200(Ft.) Bottom (of initial area) elevation = 1049.000(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.05200 s(percent)= 5.20 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.451(CFS) Total initial stream area = 0.147(Ac.) Pervious area fraction = 0.100 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 2 - 6 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.210 to Point/Station 1.310 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 1.798(CFS) Depth of flow = 0.083(Ft.), Average velocity = 2.314(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.25 2 34.00 0.00 3 56.00 0.25 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 1.799(CFS) ' ' flow top width = 18.662(Ft.) ' ' velocity= 2.314(Ft/s) ' ' area = 0.777(Sq.Ft) ' ' Froude number = 1.998 Upstream point elevation = 1049.000(Ft.) Downstream point elevation = 1042.900(Ft.) Flow length = 215.000(Ft.) Travel time = 1.55 min. Time of concentration = 6.55 min. Depth of flow = 0.083(Ft.) Average velocity = 2.314(Ft/s) Total irregular channel flow = 1.798(CFS) Irregular channel normal depth above invert elev. = 0.083(Ft.) Average velocity of channel(s) = 2.314(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.976(In/Hr) for a 10.0 year storm Subarea runoff = 2.638(CFS) for 0.998(Ac.) Total runoff = 3.089(CFS) Total area = 1.145(Ac.) Depth of flow = 0.102(Ft.), Average velocity = 2.649(Ft/s) FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 2 - 7 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.310 to Point/Station 1.320 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 3.497(CFS) Depth of flow = 0.140(Ft.), Average velocity = 2.627(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.25 2 16.00 0.00 3 34.00 0.25 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 3.497(CFS) ' ' flow top width = 19.027(Ft.) ' ' velocity= 2.627(Ft/s) ' ' area = 1.331(Sq.Ft) ' ' Froude number = 1.751 Upstream point elevation = 1042.900(Ft.) Downstream point elevation = 1041.800(Ft.) Flow length = 60.000(Ft.) Travel time = 0.38 min. Time of concentration = 6.93 min. Depth of flow = 0.140(Ft.) Average velocity = 2.627(Ft/s) Total irregular channel flow = 3.497(CFS) Irregular channel normal depth above invert elev. = 0.140(Ft.) Average velocity of channel(s) = 2.627(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.885(In/Hr) for a 10.0 year storm Subarea runoff = 0.774(CFS) for 0.302(Ac.) Total runoff = 3.863(CFS) Total area = 1.447(Ac.) Depth of flow = 0.145(Ft.), Average velocity = 2.694(Ft/s) End of computations, total study area = 1.45 (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 = 75.0 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 1 - ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS This attachment contains the proposed conditions calculations. Please see the attached calculations. FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 2 - PROPOSED CONDITIONS – CONFLUENCE POINT A 100 YEAR DESIGN STORM EVENT Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 12/02/22 File:onoprd1.out ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ 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 CaNorco ] 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 1.110 to Point/Station 1.210 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 85.000(Ft.) Top (of initial area) elevation = 1044.600(Ft.) Bottom (of initial area) elevation = 1043.400(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.01412 s(percent)= 1.41 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.247(CFS) Total initial stream area = 0.054(Ac.) Pervious area fraction = 0.100 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 3 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.210 to Point/Station 1.320 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.352(CFS) Depth of flow = 0.087(Ft.), Average velocity = 1.695(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 12.00 0.22 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 0.352(CFS) ' ' flow top width = 4.761(Ft.) ' ' velocity= 1.695(Ft/s) ' ' area = 0.208(Sq.Ft) ' ' Froude number = 1.430 Upstream point elevation = 1043.400(Ft.) Downstream point elevation = 1042.300(Ft.) Flow length = 75.000(Ft.) Travel time = 0.74 min. Time of concentration = 5.74 min. Depth of flow = 0.087(Ft.) Average velocity = 1.695(Ft/s) Total irregular channel flow = 0.352(CFS) Irregular channel normal depth above invert elev. = 0.087(Ft.) Average velocity of channel(s) = 1.695(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 4.728(In/Hr) for a 100.0 year storm Subarea runoff = 0.195(CFS) for 0.046(Ac.) Total runoff = 0.442(CFS) Total area = 0.100(Ac.) Depth of flow = 0.095(Ft.), Average velocity = 1.794(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.310 to Point/Station 1.320 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Runoff Coefficient = 0.897 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 4 - Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.74 min. Rainfall intensity = 4.728(In/Hr) for a 100.0 year storm Subarea runoff = 0.827(CFS) for 0.195(Ac.) Total runoff = 1.269(CFS) Total area = 0.295(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.320 to Point/Station 1.420 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 1040.300(Ft.) Downstream point/station elevation = 1037.700(Ft.) Pipe length = 110.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.269(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.269(CFS) Normal flow depth in pipe = 4.85(In.) Flow top width inside pipe = 7.82(In.) Critical Depth = 6.39(In.) Pipe flow velocity = 5.73(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 6.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.410 to Point/Station 1.420 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.06 min. Rainfall intensity = 4.588(In/Hr) for a 100.0 year storm Subarea runoff = 0.062(CFS) for 0.015(Ac.) Total runoff = 1.330(CFS) Total area = 0.310(Ac.) FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 5 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.420 to Point/Station 1.630 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 1037.700(Ft.) Downstream point/station elevation = 1037.500(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.330(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.330(CFS) Normal flow depth in pipe = 5.34(In.) Flow top width inside pipe = 11.93(In.) Critical Depth = 5.85(In.) Pipe flow velocity = 3.93(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 6.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.630 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.310(Ac.) Runoff from this stream = 1.330(CFS) Time of concentration = 6.16 min. Rainfall intensity = 4.547(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.510 to Point/Station 1.610 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 75.000(Ft.) Top (of initial area) elevation = 1043.100(Ft.) Bottom (of initial area) elevation = 1042.800(Ft.) Difference in elevation = 0.300(Ft.) Slope = 0.00400 s(percent)= 0.40 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.090 min. Rainfall intensity = 5.049(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.172(CFS) Total initial stream area = 0.038(Ac.) Pervious area fraction = 0.100 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 6 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.610 to Point/Station 1.620 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.588(CFS) Depth of flow = 0.118(Ft.), Average velocity = 1.337(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 12.00 0.19 4 24.00 0.31 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 0.588(CFS) ' ' flow top width = 7.451(Ft.) ' ' velocity= 1.337(Ft/s) ' ' area = 0.440(Sq.Ft) ' ' Froude number = 0.970 Upstream point elevation = 1042.800(Ft.) Downstream point elevation = 1041.400(Ft.) Flow length = 230.000(Ft.) Travel time = 2.87 min. Time of concentration = 7.96 min. Depth of flow = 0.118(Ft.) Average velocity = 1.337(Ft/s) Total irregular channel flow = 0.588(CFS) Irregular channel normal depth above invert elev. = 0.118(Ft.) Average velocity of channel(s) = 1.337(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.949(In/Hr) for a 100.0 year storm Subarea runoff = 0.775(CFS) for 0.219(Ac.) Total runoff = 0.947(CFS) Total area = 0.257(Ac.) Depth of flow = 0.141(Ft.), Average velocity = 1.507(Ft/s) FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 7 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.620 to Point/Station 1.630 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 1039.400(Ft.) Downstream point/station elevation = 1037.500(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.947(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.947(CFS) Normal flow depth in pipe = 3.06(In.) Flow top width inside pipe = 10.47(In.) Critical Depth = 4.89(In.) Pipe flow velocity = 5.98(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 8.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.510 to Point/Station 1.630 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.257(Ac.) Runoff from this stream = 0.947(CFS) Time of concentration = 8.11 min. Rainfall intensity = 3.908(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.330 6.16 4.547 2 0.947 8.11 3.908 Largest stream flow has longer or shorter time of concentration Qp = 1.330 + sum of Qa Tb/Ta 0.947 * 0.759 = 0.719 Qp = 2.049 Total of 2 streams to confluence: Flow rates before confluence point: 1.330 0.947 Area of streams before confluence: 0.310 0.257 Results of confluence: Total flow rate = 2.049(CFS) Time of concentration = 6.159 min. Effective stream area after confluence = 0.567(Ac.) FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 8 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.630 to Point/Station 1.840 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 1035.000(Ft.) Downstream point/station elevation = 1034.000(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.049(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.049(CFS) Normal flow depth in pipe = 5.61(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 7.34(In.) Pipe flow velocity = 5.69(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 6.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.840 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.567(Ac.) Runoff from this stream = 2.049(CFS) Time of concentration = 6.33 min. Rainfall intensity = 4.477(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.810 to Point/Station 1.810 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 100.000(Ft.) Top (of initial area) elevation = 1054.200(Ft.) Bottom (of initial area) elevation = 1049.000(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.05200 s(percent)= 5.20 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.897 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.672(CFS) Total initial stream area = 0.147(Ac.) Pervious area fraction = 0.100 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 9 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.810 to Point/Station 1.820 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 2.250(CFS) Depth of flow = 0.090(Ft.), Average velocity = 2.467(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.25 2 34.00 0.00 3 56.00 0.25 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 2.250(CFS) ' ' flow top width = 20.213(Ft.) ' ' velocity= 2.467(Ft/s) ' ' area = 0.912(Sq.Ft) ' ' Froude number = 2.047 Upstream point elevation = 1049.000(Ft.) Downstream point elevation = 1043.200(Ft.) Flow length = 200.000(Ft.) Travel time = 1.35 min. Time of concentration = 6.35 min. Depth of flow = 0.090(Ft.) Average velocity = 2.467(Ft/s) Total irregular channel flow = 2.250(CFS) Irregular channel normal depth above invert elev. = 0.090(Ft.) Average velocity of channel(s) = 2.467(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 4.470(In/Hr) for a 100.0 year storm Subarea runoff = 3.098(CFS) for 0.773(Ac.) Total runoff = 3.770(CFS) Total area = 0.920(Ac.) Depth of flow = 0.110(Ft.), Average velocity = 2.807(Ft/s) FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 10 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.820 to Point/Station 1.830 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Depth of flow = 0.462(Ft.), Average velocity = 5.879(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 1.50 0.00 3 3.00 0.50 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 3.770(CFS) ' ' flow top width = 2.774(Ft.) ' ' velocity= 5.879(Ft/s) ' ' area = 0.641(Sq.Ft) ' ' Froude number = 2.155 Upstream point elevation = 1043.200(Ft.) Downstream point elevation = 1042.000(Ft.) Flow length = 60.000(Ft.) Travel time = 0.17 min. Time of concentration = 6.52 min. Depth of flow = 0.462(Ft.) Average velocity = 5.879(Ft/s) Total irregular channel flow = 3.770(CFS) Irregular channel normal depth above invert elev. = 0.462(Ft.) Average velocity of channel(s) = 5.879(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.830 to Point/Station 1.840 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 1037.100(Ft.) Downstream point/station elevation = 1034.000(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.770(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.770(CFS) Normal flow depth in pipe = 4.22(In.) Flow top width inside pipe = 15.25(In.) Critical Depth = 8.90(In.) Pipe flow velocity = 11.95(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 6.57 min. FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 11 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.710 to Point/Station 1.840 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.920(Ac.) Runoff from this stream = 3.770(CFS) Time of concentration = 6.57 min. Rainfall intensity = 4.388(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.049 6.33 4.477 2 3.770 6.57 4.388 Largest stream flow has longer time of concentration Qp = 3.770 + sum of Qb Ia/Ib 2.049 * 0.980 = 2.009 Qp = 5.779 Total of 2 main streams to confluence: Flow rates before confluence point: 2.049 3.770 Area of streams before confluence: 0.567 0.920 Results of confluence: Total flow rate = 5.779(CFS) Time of concentration = 6.570 min. Effective stream area after confluence = 1.487(Ac.) End of computations, total study area = 1.49 (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 = 75.0 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 12 - PROPOSED CONDITIONS – CONFLUENCE POINT A 10 YEAR DESIGN STORM EVENT Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 12/02/22 File:onoprd110.out ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ 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 CaNorco ] 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 1.110 to Point/Station 1.210 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 85.000(Ft.) Top (of initial area) elevation = 1044.600(Ft.) Bottom (of initial area) elevation = 1043.400(Ft.) Difference in elevation = 1.200(Ft.) Slope = 0.01412 s(percent)= 1.41 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.166(CFS) Total initial stream area = 0.054(Ac.) Pervious area fraction = 0.100 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 13 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.210 to Point/Station 1.320 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.236(CFS) Depth of flow = 0.075(Ft.), Average velocity = 1.534(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 12.00 0.22 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 0.236(CFS) ' ' flow top width = 4.100(Ft.) ' ' velocity= 1.534(Ft/s) ' ' area = 0.154(Sq.Ft) ' ' Froude number = 1.395 Upstream point elevation = 1043.400(Ft.) Downstream point elevation = 1042.300(Ft.) Flow length = 75.000(Ft.) Travel time = 0.81 min. Time of concentration = 5.81 min. Depth of flow = 0.075(Ft.) Average velocity = 1.534(Ft/s) Total irregular channel flow = 0.236(CFS) Irregular channel normal depth above invert elev. = 0.075(Ft.) Average velocity of channel(s) = 1.534(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.177(In/Hr) for a 10.0 year storm Subarea runoff = 0.130(CFS) for 0.046(Ac.) Total runoff = 0.296(CFS) Total area = 0.100(Ac.) Depth of flow = 0.082(Ft.), Average velocity = 1.623(Ft/s) FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 14 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.310 to Point/Station 1.320 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.81 min. Rainfall intensity = 3.177(In/Hr) for a 10.0 year storm Subarea runoff = 0.551(CFS) for 0.195(Ac.) Total runoff = 0.846(CFS) Total area = 0.295(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.320 to Point/Station 1.420 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 1040.300(Ft.) Downstream point/station elevation = 1037.700(Ft.) Pipe length = 110.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.846(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.846(CFS) Normal flow depth in pipe = 3.79(In.) Flow top width inside pipe = 7.99(In.) Critical Depth = 5.23(In.) Pipe flow velocity = 5.20(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 6.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.410 to Point/Station 1.420 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Runoff Coefficient = 0.889 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.17 min. Rainfall intensity = 3.076(In/Hr) for a 10.0 year storm Subarea runoff = 0.041(CFS) for 0.015(Ac.) Total runoff = 0.887(CFS) Total area = 0.310(Ac.) FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 15 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.420 to Point/Station 1.630 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 1037.700(Ft.) Downstream point/station elevation = 1037.500(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.887(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.887(CFS) Normal flow depth in pipe = 4.28(In.) Flow top width inside pipe = 11.50(In.) Critical Depth = 4.73(In.) Pipe flow velocity = 3.53(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 6.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.630 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.310(Ac.) Runoff from this stream = 0.887(CFS) Time of concentration = 6.28 min. Rainfall intensity = 3.045(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.510 to Point/Station 1.610 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 75.000(Ft.) Top (of initial area) elevation = 1043.100(Ft.) Bottom (of initial area) elevation = 1042.800(Ft.) Difference in elevation = 0.300(Ft.) Slope = 0.00400 s(percent)= 0.40 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.090 min. Rainfall intensity = 3.418(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.116(CFS) Total initial stream area = 0.038(Ac.) Pervious area fraction = 0.100 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 16 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.610 to Point/Station 1.620 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 0.410(CFS) Depth of flow = 0.103(Ft.), Average velocity = 1.222(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 0.00 0.00 3 12.00 0.19 4 24.00 0.31 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 0.410(CFS) ' ' flow top width = 6.511(Ft.) ' ' velocity= 1.222(Ft/s) ' ' area = 0.336(Sq.Ft) ' ' Froude number = 0.949 Upstream point elevation = 1042.800(Ft.) Downstream point elevation = 1041.400(Ft.) Flow length = 230.000(Ft.) Travel time = 3.14 min. Time of concentration = 8.23 min. Depth of flow = 0.103(Ft.) Average velocity = 1.222(Ft/s) Total irregular channel flow = 0.410(CFS) Irregular channel normal depth above invert elev. = 0.103(Ft.) Average velocity of channel(s) = 1.222(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.625(In/Hr) for a 10.0 year storm Subarea runoff = 0.510(CFS) for 0.219(Ac.) Total runoff = 0.625(CFS) Total area = 0.257(Ac.) Depth of flow = 0.121(Ft.), Average velocity = 1.358(Ft/s) FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 17 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.620 to Point/Station 1.630 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 1039.400(Ft.) Downstream point/station elevation = 1037.500(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.625(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.625(CFS) Normal flow depth in pipe = 2.49(In.) Flow top width inside pipe = 9.74(In.) Critical Depth = 3.95(In.) Pipe flow velocity = 5.30(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 8.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.510 to Point/Station 1.630 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.257(Ac.) Runoff from this stream = 0.625(CFS) Time of concentration = 8.40 min. Rainfall intensity = 2.595(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.887 6.28 3.045 2 0.625 8.40 2.595 Largest stream flow has longer or shorter time of concentration Qp = 0.887 + sum of Qa Tb/Ta 0.625 * 0.748 = 0.468 Qp = 1.355 Total of 2 streams to confluence: Flow rates before confluence point: 0.887 0.625 Area of streams before confluence: 0.310 0.257 Results of confluence: Total flow rate = 1.355(CFS) Time of concentration = 6.281 min. Effective stream area after confluence = 0.567(Ac.) FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 18 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.630 to Point/Station 1.840 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 1035.000(Ft.) Downstream point/station elevation = 1034.000(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.355(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.355(CFS) Normal flow depth in pipe = 4.46(In.) Flow top width inside pipe = 11.60(In.) Critical Depth = 5.91(In.) Pipe flow velocity = 5.10(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 6.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.840 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.567(Ac.) Runoff from this stream = 1.355(CFS) Time of concentration = 6.48 min. Rainfall intensity = 2.994(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.810 to Point/Station 1.810 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 100.000(Ft.) Top (of initial area) elevation = 1054.200(Ft.) Bottom (of initial area) elevation = 1049.000(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.05200 s(percent)= 5.20 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.451(CFS) Total initial stream area = 0.147(Ac.) Pervious area fraction = 0.100 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 19 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.810 to Point/Station 1.820 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Estimated mean flow rate at midpoint of channel = 1.519(CFS) Depth of flow = 0.078(Ft.), Average velocity = 2.236(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.25 2 34.00 0.00 3 56.00 0.25 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 1.519(CFS) ' ' flow top width = 17.446(Ft.) ' ' velocity= 2.236(Ft/s) ' ' area = 0.679(Sq.Ft) ' ' Froude number = 1.997 Upstream point elevation = 1049.000(Ft.) Downstream point elevation = 1043.200(Ft.) Flow length = 200.000(Ft.) Travel time = 1.49 min. Time of concentration = 6.49 min. Depth of flow = 0.078(Ft.) Average velocity = 2.236(Ft/s) Total irregular channel flow = 1.519(CFS) Irregular channel normal depth above invert elev. = 0.078(Ft.) Average velocity of channel(s) = 2.236(Ft/s) Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.990(In/Hr) for a 10.0 year storm Subarea runoff = 2.053(CFS) for 0.773(Ac.) Total runoff = 2.505(CFS) Total area = 0.920(Ac.) Depth of flow = 0.094(Ft.), Average velocity = 2.534(Ft/s) FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 20 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.820 to Point/Station 1.830 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ______________________________________________________________________ Depth of flow = 0.397(Ft.), Average velocity = 5.308(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 1.50 0.00 3 3.00 0.50 Manning's 'N' friction factor = 0.013 ----------------------------------------------------------------- Sub-Channel flow = 2.505(CFS) ' ' flow top width = 2.380(Ft.) ' ' velocity= 5.308(Ft/s) ' ' area = 0.472(Sq.Ft) ' ' Froude number = 2.100 Upstream point elevation = 1043.200(Ft.) Downstream point elevation = 1042.000(Ft.) Flow length = 60.000(Ft.) Travel time = 0.19 min. Time of concentration = 6.68 min. Depth of flow = 0.397(Ft.) Average velocity = 5.308(Ft/s) Total irregular channel flow = 2.505(CFS) Irregular channel normal depth above invert elev. = 0.397(Ft.) Average velocity of channel(s) = 5.308(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.830 to Point/Station 1.840 **** PIPEFLOW TRAVEL TIME (User specified size) **** ______________________________________________________________________ Upstream point/station elevation = 1037.100(Ft.) Downstream point/station elevation = 1034.000(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.505(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.505(CFS) Normal flow depth in pipe = 3.45(In.) Flow top width inside pipe = 14.16(In.) Critical Depth = 7.19(In.) Pipe flow velocity = 10.60(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 6.73 min. FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 Attachment 3 - 21 - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.710 to Point/Station 1.840 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.920(Ac.) Runoff from this stream = 2.505(CFS) Time of concentration = 6.73 min. Rainfall intensity = 2.930(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.355 6.48 2.994 2 2.505 6.73 2.930 Largest stream flow has longer time of concentration Qp = 2.505 + sum of Qb Ia/Ib 1.355 * 0.979 = 1.326 Qp = 3.831 Total of 2 main streams to confluence: Flow rates before confluence point: 1.355 2.505 Area of streams before confluence: 0.567 0.920 Results of confluence: Total flow rate = 3.831(CFS) Time of concentration = 6.734 min. Effective stream area after confluence = 1.487(Ac.) End of computations, total study area = 1.49 (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 = 75.0 FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 ATTACHMENT 4: EXHIBITS This attachment contains the vicinity map, the existing condition exhibit, the proposed condition exhibit and details. Please see the attached exhibits. SD SD SD SD SD SD SD SD SD SDSDSDSDSDSD SD SD SD SDNO P A R K I N G NO P A R K I N G FINAL HYDROLOGY REPORT PA23-0026, PA23-0027, PA23-0030 PROPOSED DRIVE-THRU BUILDINGS 29540 RANCHO CALIFORNIA ROAD, TEMECULA, CA 92591 ATTACHMENT 5: FEMA ANALYSIS This attachment contains the data used in the FEMA determination.