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HomeMy WebLinkAboutPreliminary Hydrology & Hydrolics Study PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR RANCHO VISTA VILLAGE TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA CALIFORNIA PREPARED FOR: Mira Loma Recovery, LLC 6430 W. SUNSET BOULEVARD, SUITE 460 LOS ANGELES, CA 90028 PHONE: (323) 874-8000 FAX: (323) 874-8800 PREPARED BY: 36263 CALLE DE LOBO MURRIETA, CA 92562 (951) 304-9552 • FAX (951) 304-3568 SEPTEMBER 9, 2013 REVISED: NOVEMBER 18, 2013 PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\191.02.13\Engineering\Hydrology_Plan\Reports\Prelim Hydro_112613.docx 1 This report has been prepared by or under the direction of the following registered civil engineer who attests to the technical information contained herein. The registered civil engineer has also judged the qualifications of any technical specialists providing engineering data upon which recommendations, conclusions, and decisions are based. 11/18/2013 Joseph L. Castaneda RCE 59835 Date Seal Registered Civil Engineer PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\108.11.07\Tentative_Tract_Map\Engineering\Hydrology_Plan\Report\report.doc 2 TABLE OF CONTENTS I. INTRODUCTION……………..……………………………………………….………...1 II. PROJECT SITE AND DRAINAGE AREA OVERVIEW ………………….….…...1 III. HYDROLOGY………………………………………………………………..…...……..2 IV. HYDRAULICS……………………………………………………………….….….……4 V. WATER QUALITY AND INCREASED RUNOFF MITIGATION……………………5 VI. OFFSITE CULVERT ANALYSIS……………………………………………………...8 VII. CONCLUSION AND RECOMMENDATIONS...…………………………..…………9 VIII. REFERENCES…………………………………………………………………...…….9 FIGURES FIGURE 1: VICINITY MAP APPENDICES APPENDIX A: PRE-PROJECT RATIONAL METHOD HYDROLOGY ANALYSES APPENDIX A.1: RATIONAL METHOD ANALYSIS, AREA “A” APPENDIX B: POST-PROJECT RATIONAL METHOD HYDROLOGY ANALYSES APPENDIX B.1: RATIONAL METHOD ANALYSIS, AREA “A” APPENDIX C: PRE-PROJECT UNIT HYDROGRAPH ANALYSES APPENDIX C.1: UNIT HYDROGRAPH ANALYSES, AREA “A” APPENDIX D: POST-PROJECT UNIT HYDROGRAPH ANALYSES APPENDIX D.1: UNIT HYDROGRAPH ANALYSES, AREA “A” APPENDIX D.2: UNIT HYDROGRAPH ANALYSES, AREA “B” APPENDIX E: PRELIMINARY HYDRAULIC ANALYSES APPENDIX E.1 CATCH BASIN SIZING SPREADSHEETS APPENDIX E.2: FRICTION SLOPE STORM DRAIN SIZING SPREADSHEET PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\108.11.07\Tentative_Tract_Map\Engineering\Hydrology_Plan\Report\report.doc 3 APPENDIX F: WATER QUALITY CALCULATIONS APPENDIX F.1: ISOHYETAL MAP FOR THE 85TH PERCENTILE 24-HOUR STORM EVENT APPENDIX F.2: SANTA MARGARITA WATERSHED DESIGN VOLUME SPREADSHEET APPENDIX F.3: POROUS PAVEMENT DESIGN SPREADSHEETS APPENDIX G: INCREASED RUNOFF MITIGATION CALCULATIONS APPENDIX G.1: UNIT HYDROGRAPH SUMMARY TABLE APPENDIX G.2: BASIN STORAGE VOLUME SPREADSHEET APPENDIX H: CULVERT SIZING ANALYSIS APPENDIX H.1: NOMOGRAPH FOR EXISTING CULVERT EXCERPTS EXCERPT A: HEC-RAS CHANNEL ANALYSIS FOR MIRA LOMA TENTATIVE TRACT MAP 33584, PREPARED BY HUNSAKER & ASSOCIATES IRVINE, INC. EXCERPT B: TRACT NO. 4040 STREET AND STORM DRAIN IMPROVEMENT PLANS, PREPARED BY MCINTIRE & QUIROS, INC. EXHIBITS EXHIBIT A: PRE-PROJECT CONDITION RATIONAL METHOD HYDROLOGY MAP EXHIBIT B: POST-PROJECT CONDITION RATIONAL METHOD HYDROLOGY MAP EXHIBIT C: PRE-PROJECT CONDITION UNIT HYDROGRAPH HYDROLOGY MAP EXHIBIT D: POST-PROJECT CONDITION UNIT HYDROGRAPH HYDROLOGY MAP EXHIBIT E: DRAINAGE FACILITIES MAP EXHIBIT F: HYDROLOGIC SOILS MAP EXHIBIT G: PRE-PROJECT LAND COVER MAP EXHIBIT H: POST-PROJECT LAND COVER MAP EXHIBIT I: RAINFALL MAPS EXHIBIT J: SLOPE OF INTENSITY DURATION CURVES PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\191.02.13\Engineering\Hydrology_Plan\Reports\Prelim Hydro.docx 1 I. INTRODUCTION Rancho Vista Village (Tentative Tract Map 33584 – Revised No. 1) is a proposed residential development located in the City of Temeucla. The project site was previously a school site for the Carden Academy. The existing site has a parking lot, concrete pads for the previous building locations, concrete sidewalks, and vegetation. The proposed development will construct 59 single family detached residential condominium units as part of the Planned Development Overlay (PDO- 11). The purpose of this study is to determine the preliminary storm drain infrastructure and best management practices (BMPs) required for the project site. The scope of work consists of the following: 1. Perform pre-project and post-project condition 100-year and 10-year hydrology analyses for the onsite areas using the Riverside County Flood Control and Water Conservation District (RCFC & WCD) Rational Method. 2. Perform pre-project and post-project condition 2-year, 24-hour and 10-year, 24- hour storm duration unit hydrograph analyses using the Riverside County Flood Control and Water Conservation District (RCFC & WCD) Unit Hydrograph Method. 3. Determine the necessary storm drain improvements to convey the 100-year flows associated with the development of the project site 4. Determine the required water quality volume (VBMP) to be stored and treated onsite. 5. Determine the required storage volume to mitigate for increased runoff. 6. Prepare a preliminary hydrology and hydraulics which consists of hydrological and analytical results and exhibits. II. PROJECT SITE AND DRAINAGE AREA OVERVIEW Tentative Tract Map 33584 is a proposed single family detached condominium residential development located in the City of Temecula. The current site was the location of the Carden Academy school, which was previously closed. The land is currently vacant, and consists of parking lot area, concrete slabs at the locations of previous buildings, concrete sidewalks, and vegetation. The project site is roughly bounded by Rancho Vista Road to the south, Mira Loma Drive to the west and north, and Vail Elementary School and residential development to the east. The project is located within Section 1 of Township 8 South, Range 3 West in the City of Temecula. The project is proposing to construct 59 lots of single family detached condominums, a park area, porous pavement, streets, subsurface storm drain, and a vegetated detention basin. The project will treat the flows for water quality purposes within the porous pavement area. The increased runoff mitigation will PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\108.11.07\Tentative_Tract_Map\Engineering\Hydrology_Plan\Report\report.doc 2 occur within a portion of the lower porous pavement area within “A” Street and within the adjacent vegetated detention basin. All flows will be discharged into the natural stream adjacent to the project site. The project will incorporate porous pavement within the streets. A portion of the porous pavement area will incorporate reservoirs, which will be utilized for water quality treatment. The remaining in-tract streets will be a minimum of 50% porous pavement. During final engineering, the final locations of this additional porous pavement will be determined. III. HYDROLOGY The RCFC & WCD Hydrology Manual (Reference 1) was used to develop the hydrological parameters for the rational method and unit hydrograph. The calculations were performed using the computer program developed by Civil Cadd/Civil Design. The existing soil types are Soil B and Soil C as shown on Exhibit F. Exhibit F is a Hydrologic Soils Map which was obtained from the United States Department of Agriculture, Natural Resources Conservation Service (NRCS) WebSoil Survey. The hydrology utilized the following land covers for the pre- project and post-project conditions: Pre-Project Land Cover Corresponding Hydrology Manual Cover Runoff Index – Soil B Runoff Index – Soil C Impervious Fraction Natural Vegetation Grass, Annual or Perennial – Poor Cover 78 86 0 Landscaped Areas Turf – Poor Cover 74 83 0 Sidewalk, Concrete & Asphalt Residential / Commercial 56 69 1.0 Post-Project Land Cover Corresponding Hydrology Manual Cover Runoff Index – Soil B Runoff Index – Soil C Impervious Fraction Natural Vegetation Grass, Annual or Perennial – Poor Cover 78 86 0 Landscaped Areas Residential / Commerical56 69 0 Streets Residential / Commercial56 69 0.5 Apartments Residential / Commercial56 69 0.6 PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\108.11.07\Tentative_Tract_Map\Engineering\Hydrology_Plan\Report\report.doc 3 The street areas in the post-project condition were analyzed as 50% impervious since at least half of the streets will be paved with porous pavement. The following rainfall depths (in inches) were utilized in the hydrology analyses, which were obtained from the RCFC & WCD Hydrology Manual's lsohyetal Maps: Storm Event Duration 1-hour 24-hour 2-Year 0.55 1.80 100-Year 1.30 5.00 The slope value used for the rational method value is 0.55. The rainfall maps have been included as Exhibit I, and the slope of intensity duration curves have been included as Exhibit J. The pre-project unit hydrograph performed the calculations for the entire area as one hydrology analyses. The post-project unit hydrograph calculations performed two separate analyses: one for the onsite area (Area A) and one for the natural stream adjacent to the project site (Area B). The onsite Area A will be mitigated so that the total flow rates for Areas A and B in the post-project condition do not exceed the flow rates for Area A in the pre-project condition for the 2-year, 24-hour and 10-year, 24-hour storm durations. The pre-project rational method hydrology calculations have been included in Appendix A, and the pre-project condition hydrology map has been included as Exhibit A. The post-project condition rational method hydrology calculations have been included in Appendix B, and the post-project condition hydrology map has been included as Exhibit B. The pre-project and post-project unit hydrograph calculations have been included in Appendix C and D, respectively. The pre- project and post-project unit hydrograph hydrology maps have been included as Exhibits C and D, respectively. In order to determine the impacts associated with the 100-year, 1-hour storm duration, a unit hydrograph was performed for the 100-year, 1-hour pre-project and post-project conditions. The results indicate that the flows for the 100-year storm event will require mitigation for 4.4 ft3/s. A discussion of the 100-year mitigation analysis has been included in Section V. The table below summarizes the 100- year unit hydrograph hydrology results: Pre-Project Area 100-Year, 1-Hour Flow Rate 100-Year, 1-Hour Volume A 25.4 ft3/s 0.78 ac-ft PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\108.11.07\Tentative_Tract_Map\Engineering\Hydrology_Plan\Report\report.doc 4 Post-Project Area 100-Year, 1-Hour Flow Rate 100-Year, 1-Hour Volume A 22.9 ft3/s 0.54 ac-ft B 6.9 ft3/s 0.22 ac-ft TOTAL 29.8 ft3/s 0.76 ac-ft Based upon the unit hydrograph hydrology results, 4.4 ft3/s will be mitigated in the post-project condition so that the post-project flow rates do not exceed 25.4 ft3/s. IV. HYDRAULIC ANALYSES The project will incorporate subsurface storm drain and catch basins to intercept the flows and discharge the onsite flows into the natural stream adjacent to the project site. Four catch basins will be located within the low points along A Street and B Street to intercept flows. Preliminary sizing calculations for the catch basins were performed using the Haestad Flowmaster Program. The subsurface storm drain systems were analyzed using friction slope calculations. The calculations have been included in Appendix E. A Drainage Facilities Map has been included which shows the preliminary locations for the proposed storm drain improvements, included as Exhibit E. The flow rates at catch basins 1 and 2, and also at 3 and 4, were computed by dividing the tributary flow rate at nodes 103 and 105, respectively, by 2 since the streets at these locations will be flat with no crown to account for the porous pavement. The flow rates tributary to each catch basin and storm drain system are summarized below: Catch Basin Preliminary Design Flow Rate Corresponding Hydrology Flow Rate Catch Basin #1 6.51 ft3/s ½ of flow rate at Node 103 Catch Basin #2 6.51 ft3/s ½ of flow rate at Node 103 Catch Basin #3 2.17 ft3/s ½ of flow rate at Node 105 Catch Basin #4 2.17 ft3/s ½ of flow rate at Node 105 The downstream water surface elevation utilized for Line A is equal to 1097, which is 1 foot lower than the top of the basin. This is a conservative assumption for preliminary analyses, and will ensure 1 foot of freeboard can be provided in the basin. The basin outlet pipe utilized the storm drain soffit as the downstream water surface elevation. The following table summarizes the storm drain sizing calculations: PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\108.11.07\Tentative_Tract_Map\Engineering\Hydrology_Plan\Report\report.doc 5 V. WATER QUALITY AND INCREASED RUNOFF MITIGATION The project site will incorporate porous pavement areas and a vegetated detention basin that will be used to treat the onsite flows for water quality purposes and mitigate for increased runoff. Porous pavement will be constructed within a significant amount of the street area, however, only portions of the porous pavement will incorporate reservoir areas and be utilized for water quality treatment. The low point within B street will incorporate a reservoir area, and the low point, in addition to approximately 380 feet of A Street will incorporate reservoir area. The reservoir area within A Street will be utilized for water quality treatment and for mitigation of increased runoff. Since the reservoir area with A Street does not have sufficient volume to store the entire volume required to mitigate for increased runoff, the remaining volume will be mitigated within the proposed vegetated detention basin between lots 33 and 34 along A Street. All flows will then discharge into the natural stream adjacent to the project site. The required water quality volume was determined using the Santa Margarita Watershed Design Volume Spreadsheets. The weighted effective impervious fraction was calculated by using the impervious fraction from the rational method calculations. It was assumed that the impervious area for the project site was roof, concrete and asphalt, therefore having an impervious fraction of 1.0. The remaining pervious area from the rational method calculations was assumed to be landscaping and porous pavement, which both have an impervious fraction of 0.1. The following table summarizes the calculations: Water Quality Area A1 Tributary Rational Method Area(s) Area (AC) Impervious Fraction from Hydrology Corresponding Area Effective Impervious Fraction Pervious Area Effective Impervious Fraction A1 2.7 0.34 0.92 1.0 1.78 0.1 A2 2.1 0.53 1.11 1.0 0.99 0.1 Weighted Effective Impervious Fraction 0.42 Water Quality Area A2 Tributary Rational Method Area(s) Area (AC) Impervious Fraction from Hydrology Corresponding Area Effective Impervious Fraction Pervious Area Effective Impervious Fraction A3 1.3 0.38 0.49 1.0 0.81 0.1 Weighted Effective Impervious Fraction 0.44 PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\108.11.07\Tentative_Tract_Map\Engineering\Hydrology_Plan\Report\report.doc 6 The weighted effective impervious fractions were utilized in the Design Volume Spreadsheets, resulting in a required water quality volume of 5,053 ft3 for Water Quality Area A1 and 1,416 ft3 for Water Quality Area A2. The required mitigation volume was determined by taking the difference between the pre-project and post-project unit hydrograph volumes for both storm durations (the 2-year, 24-hour and 10-year, 24-hour). The larger delta difference was then utilized as the required mitigation storage volume. Since this is a preliminary study, without detailed basin routing calculations, the required mitigation volume was multiplied by a factor of 1.5 in order to ensure that the basins design volume will be sufficient for mitigation and to provide 1 foot of freeboard within the basin. The pre-project flow rates for the entire 8.9 acres are 0.34 ft3/s and 1.92 ft3/s for the 2-year, 24-hour and 10-year, 24-hour storm durations, respectively. The pre- project volumes are 0.21 ac-ft and 0.56 ac-ft for the 2-year, 24-hour and 10-year, 24-hour storm durations, respectively. The following table summarizes post-project flow rates and volumes: Post-Project Unit Hydrograph Results 2-Year, 24-Hour 10-Year, 24-Hour Area Area (AC) Flow Rate Volume Flow Rate Volume A 6.5 0.52 ft3/s 0.32 ac-ft 1.08 ft3/s 0.55 ac-ft B 2.4 0.06 ft3/s 0.04 ac-ft 0.59 ft3/s 0.15 ac-ft Post-Project Unit Hydrograph Totals 2-Year, 24-Hour 10-Year, 24-Hour Area (AC) Flow Rate Volume Flow RateVolume Totals 8.9 0.58 ft3/s 0.36 ac-ft 1.67 ft3/s 0.70 ac-ft Post-Project – Pre-Project Volume Differences Post-Project – Pre-Project Post-Project – Pre-Project 2-yr, 24-hr 10-yr, 24-hr 2-yr, 24-hr w/ Safety Factor 10-yr, 24-hr w/ Safety Factor 0.15 ac-ft 0.14 ac-ft 0.23 ac-ft 0.21 ac-ft The volume required to be stored in order to mitigate for increased runoff is 0.23 ac-ft (10,019 ft3). This volume will be stored within the vegetated detention basin. It should be noted that the 10-year, 24-hour storm duration does not require mitigation for increased runoff since the pre-project flow rate is 1.92 ft3/s and the post-project flow rate is 1.67 ft3/s. Therefore, only the 2-year, 24-hour storm duration will be routed during final engineering. PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\108.11.07\Tentative_Tract_Map\Engineering\Hydrology_Plan\Report\report.doc 7 The porous pavement reservoir within B Street will be 2’ deep, requiring a minimum surface area of 1,770 ft2 (which includes a 40% void ratio to account for the gravel within the reservoir). There is sufficient area with B Street at the low point to provide this required area. During the preliminary stage, the proposed surface area for the porous pavement area within B Street is 2,838 ft2. The surface area for the porous pavement within A Street will be 12,255 ft2 and will incorporate a 2’ deep reservoir. Accounting for the 40% voids within the gravel in the reservoir layer, the resulting allowable storage volume is 12,255 ft3 (12,255 ft2 × 2 ft × 0.40 = 9,804 ft3). Since the total volume tributary to this area for treatment and mitigation will be the water quality volume for Water Quality Area A1 (5,053 ft3) and the total volume required for mitigation of increased runoff for the onsite area (10,019 ft3), which totals 15,071 ft3. The remaining volume to be stored within the vegetated detention basin will be 5,268 ft3 (0.12 ac-ft). The storage volume within the basin is 0.33 ac-ft, using 2 to 1 side slopes and 4 feet deep. Detailed basin routing will be performed during final engineering. The 100-year, 1-hour storm durations resulted in a higher flow rate for the post- project condition, however, the volume for the post-project condition decreased when compared to the pre-project condition, as shown in the table below: Pre-Project Area 100-Year, 1-Hour Flow Rate 100-Year, 1-Hour Volume A 25.4 ft3/s 0.78 ac-ft Post-Project Area 100-Year, 1-Hour Flow Rate 100-Year, 1-Hour Volume A 22.9 ft3/s 0.54 ac-ft B 6.9 ft3/s 0.22 ac-ft TOTAL 29.8 ft3/s 0.76 ac-ft Since the post-project volume is less than the pre-project volume, the methodology used to determine the required mitigation volume for the 2-year, 24-hour storm duration cannot be utilized. A total of 4.4 ft3/s must be mitigated in the post-project condition for the 100-year, 1-hour storm duration. Since Area “B” is the open space area, Area “A” (the onsite area) will be mitigated. Area “A” will have a maximum allowable outflow of 18.5 ft3/s, which is 4.4 ft3/s less than the 22.9 ft3/s indicated from the post-project unit hydrograph. Using the unit hydrograph calculations, two locations on the hydrograph were located before and after the peak flow rate that were equal to or less than 18.5 ft3/s. These values are 10.10 ft3/s at 45 minutes and 14.30 ft3/s at 55 minutes. The difference in volumes associated with these flows rates was determined, and will be stored for mitigation of increased runoff. The resulting volumes are 0.2479 ac-ft and 0.5040 ac-ft, PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\108.11.07\Tentative_Tract_Map\Engineering\Hydrology_Plan\Report\report.doc 8 respectively. The difference in these two volumes is 0.26 ac-ft. The table below summarizes the unit hydrograph results: Time (hr + min) Flow Rate (ft3/s) Volume (ac-ft) Delta Volume (ac-ft) Total Required Volume for Mitigation (ac-ft) 0+45 10.10 0.2479 N/A 0+50 22.88 0.4055 0.1576 0+55 14.30 0.5040 0.0985 0.2561 The total storage volume within the vegetated detention basin is 0.33 ac-ft, therefore the basin has sufficient storage volume to mitigate the 100-year, 1-hour storm duration for increased runoff by storing the 0.26 ac-ft required. The water quality and mitigation calculations have been included in Appendices F and G, respectively. VI. OFFSITE CULVERT ANALYSIS An existing culvert crosses Mira Loma Drive adjacent to the project site. The culvert is a double 8’ wide by 6’ high RCB, and collects flows from the natural channel adjacent to the project site. A HEC-RAS analysis was prepared for the project site by Hunsaker & Associates Irvine, Inc., and has been included as Excerpt A. The flow rate utilized for the area tributary to the project boundary is 860 ft3/s. The pre-project 100-year flow rate is 25.4 ft3/s, and the post-project total flow rate for both the onsite and open space area is 29.8 ft3/s, however, as discussed in Section V, the project site will mitigate the 100-year flow rates so that no more than 18.5 ft3/s will discharge out of the basin, therefore, the maximum tributary flow rate to the culvert is 860 ft3/s plus 25.4 ft3/s, for a total of 885.4 ft3/s. A nomograph (Chart 8B) from the Federal Highway Administration’s Hydraulic Design of Highway Culverts, Third Edition, it was determined the existing culvert has sufficient capacity to convey the total flow rate of 885.4 ft3/s. The headwater depth was obtained from the Storm Drain and Street Improvement Plans for Tract No. 4040, which include the construction of the culvert. The plans show an upstream invert elevation of 1086.00 and a centerline street elevation of 1097.26. Allowing for 1 foot of freeboard, the maximum ponded elevation allowable is 1097.26, resulting in a maximum headwater depth of 10.29 feet. The results from the nomograph indicate that a total flow rate of 600 ft3/s per barrel of RCB can be adequately conveyed, resulting in a total flow rate of 1,200 ft3/s for the double barrel system. This is more than the tributary flow rate of 885.4 ft3/s. PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR TENTATIVE TRACT MAP 33584 – REVISED NO. 1 CITY OF TEMECULA, CALIFORNIA O:\108.11.07\Tentative_Tract_Map\Engineering\Hydrology_Plan\Report\report.doc 9 VII. CONCLUSION AND RECOMMENDATIONS This preliminary hydrology and hydraulics study was prepared in order to determine the required improvements to flood protect the project site, treat for water quality purposes, and mitigate for increased runoff. The following conclusions have been formulated:  The proposed storm drain alignments will adequately convey the peak 100- year flow rates.  The proposed porous pavement reservoir area and vegetated detention basin provide sufficient volume to treat for water quality purposes and mitigate for increased runoff for the 2-year 24-hour, 10-year 24-hour and 100-year 1-hour storm durations.  The 100-year 1-hour storm duration unit hydrograph results are as follows: Pre-Project Area 100-Year, 1-Hour Flow Rate 100-Year, 1-Hour Volume A 25.4 ft3/s 0.78 ac-ft Post-Project Area 100-Year, 1-Hour Flow Rate 100-Year, 1-Hour Volume A 22.9 ft3/s 0.54 ac-ft B 6.9 ft3/s 0.22 ac-ft TOTAL 29.8 ft3/s 0.76 ac-ft The post-project condition will mitigate the onsite 100-year, 1-hour flow rate by a minimum of 4.4 ft3/s to prevent increases in runoff.  The existing culvert has sufficient capacity to convey the pre-project tributary 100-year flow rate of 885.4 ft3/s. In the post-project condition the peak flow rate of 29.8 ft3/s will be decreased by 4.4 ft3/s in order to match 885.4 ft3/s which is the pre-project flow rate at the existing culvert at Mira Loma Drive. VIII. REFERENCES 1. Riverside County Flood Control and Water Conservation District Hydrology Manual, April 1978, revised. 2. California Stomrwater Quality Association BMP Handbook for New Construction, November 2009 FIGURES FIGURE 1: VICINITY MAP 36 2 6 3 C A L L E D E L O B O MU R R I E T A , C A 9 2 5 6 2 PH . 9 5 1 . 3 0 4 . 9 5 5 2 F A X 9 5 1 . 3 0 4 . 3 5 6 8 APPENDICES APPENDIX A: PRE-PROJECT RATIONAL METHOD HYDROLOGY ANALYSES APPENDIX A.1: RATIONAL METHOD ANALYSIS, AREA “A” 100-YEAR   1    Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 09/10/13 File:ARA100.out ------------------------------------------------------------------------ TTM 33584 100-YEAR RATIONAL TABLING METHOD PRE-PROJECT CONDITION FN: ARA100.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6269 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) 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 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 625.000(Ft.) Top (of initial area) elevation = 1128.000(Ft.) Bottom (of initial area) elevation = 1094.000(Ft.) Difference in elevation = 34.000(Ft.) Slope = 0.05440 s(percent)= 5.44 TC = k(0.573)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.465 min. Rainfall intensity = 2.957(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.815 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.590 Decimal fraction soil group C = 0.410 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 81.31 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.993(CFS) Total initial stream area = 2.900(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of natural channel elevation = 1094.000(Ft.) End of natural channel elevation = 1086.000(Ft.) Length of natural channel = 740.000(Ft.)   2    Estimated mean flow rate at midpoint of channel = 12.419(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) = (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 2.75(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0108 Corrected/adjusted channel slope = 0.0108 Travel time = 4.49 min. TC = 17.96 min. Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.794 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.640 Decimal fraction soil group C = 0.360 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 78.49 Pervious area fraction = 0.930; Impervious fraction = 0.070 Rainfall intensity = 2.524(In/Hr) for a 100.0 year storm Subarea runoff = 9.021(CFS) for 4.500(Ac.) Total runoff = 16.014(CFS) Total area = 7.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.400(Ac.) Runoff from this stream = 16.014(CFS) Time of concentration = 17.96 min. Rainfall intensity = 2.524(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 470.000(Ft.) Top (of initial area) elevation = 1124.000(Ft.) Bottom (of initial area) elevation = 1086.000(Ft.) Difference in elevation = 38.000(Ft.) Slope = 0.08085 s(percent)= 8.09 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.301 min. Rainfall intensity = 3.624(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.820 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.580 Decimal fraction soil group C = 0.420 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.51 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 4.455(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed:   3    In Main Stream number: 2 Stream flow area = 1.500(Ac.) Runoff from this stream = 4.455(CFS) Time of concentration = 9.30 min. Rainfall intensity = 3.624(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.014 17.96 2.524 2 4.455 9.30 3.624 Largest stream flow has longer time of concentration Qp = 16.014 + sum of Qb Ia/Ib 4.455 * 0.696 = 3.103 Qp = 19.117 Total of 2 main streams to confluence: Flow rates before confluence point: 16.014 4.455 Area of streams before confluence: 7.400 1.500 Results of confluence: Total flow rate = 19.117(CFS) Time of concentration = 17.955 min. Effective stream area after confluence = 8.900(Ac.) End of computations, total study area = 8.90 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.931 Area averaged RI index number = 78.7 10-YEAR   1    Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 09/10/13 File:ARA10.out ------------------------------------------------------------------------ TTM 33584 10-YEAR RATIONAL TABLING METHOD PRE-PROJECT CONDITION FN: ARA10.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6269 ------------------------------------------------------------------------ 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.859(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 625.000(Ft.) Top (of initial area) elevation = 1128.000(Ft.) Bottom (of initial area) elevation = 1094.000(Ft.) Difference in elevation = 34.000(Ft.) Slope = 0.05440 s(percent)= 5.44 TC = k(0.573)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.465 min. Rainfall intensity = 1.953(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.778 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.590 Decimal fraction soil group C = 0.410 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 81.31 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.406(CFS) Total initial stream area = 2.900(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of natural channel elevation = 1094.000(Ft.) End of natural channel elevation = 1086.000(Ft.) Length of natural channel = 740.000(Ft.)   2    Estimated mean flow rate at midpoint of channel = 7.824(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) = (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 2.44(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0108 Corrected/adjusted channel slope = 0.0108 Travel time = 5.05 min. TC = 18.51 min. Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.747 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.640 Decimal fraction soil group C = 0.360 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 78.49 Pervious area fraction = 0.930; Impervious fraction = 0.070 Rainfall intensity = 1.639(In/Hr) for a 10.0 year storm Subarea runoff = 5.514(CFS) for 4.500(Ac.) Total runoff = 9.919(CFS) Total area = 7.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.400(Ac.) Runoff from this stream = 9.919(CFS) Time of concentration = 18.51 min. Rainfall intensity = 1.639(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 470.000(Ft.) Top (of initial area) elevation = 1124.000(Ft.) Bottom (of initial area) elevation = 1086.000(Ft.) Difference in elevation = 38.000(Ft.) Slope = 0.08085 s(percent)= 8.09 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.301 min. Rainfall intensity = 2.394(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.785 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.580 Decimal fraction soil group C = 0.420 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 74.51 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 2.818(CFS) Total initial stream area = 1.500(Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed:   3    In Main Stream number: 2 Stream flow area = 1.500(Ac.) Runoff from this stream = 2.818(CFS) Time of concentration = 9.30 min. Rainfall intensity = 2.394(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.919 18.51 1.639 2 2.818 9.30 2.394 Largest stream flow has longer time of concentration Qp = 9.919 + sum of Qb Ia/Ib 2.818 * 0.685 = 1.930 Qp = 11.849 Total of 2 main streams to confluence: Flow rates before confluence point: 9.919 2.818 Area of streams before confluence: 7.400 1.500 Results of confluence: Total flow rate = 11.849(CFS) Time of concentration = 18.512 min. Effective stream area after confluence = 8.900(Ac.) End of computations, total study area = 8.90 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.931 Area averaged RI index number = 78.7 APPENDIX B: POST-PROJECT RATIONAL METHOD HYDROLOGY ANALYSES APPENDIX B.1: RATIONAL METHOD ANALYSIS, AREA “A” 100-YEAR   1    Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 09/10/13 File:ARA100.out ------------------------------------------------------------------------ TTM 33584 100-YEAR RATIONAL TABLING METHOD POST-PROJECT CONDITION FN: ARA100.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6269 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) 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 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 538.000(Ft.) Top (of initial area) elevation = 1142.000(Ft.) Bottom (of initial area) elevation = 1100.300(Ft.) Difference in elevation = 41.700(Ft.) Slope = 0.07751 s(percent)= 7.75 TC = k(0.438)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.035 min. Rainfall intensity = 3.683(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.788 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.610 Decimal fraction soil group C = 0.390 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61.01 Pervious area fraction = 0.660; Impervious fraction = 0.340 Initial subarea runoff = 7.839(CFS) Total initial stream area = 2.700(Ac.) Pervious area fraction = 0.660 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1100.300(Ft.) End of street segment elevation = 1098.000(Ft.) Length of street segment = 414.000(Ft.)   2    Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 14.000(Ft.) Slope from gutter to grade break (v/hz) = 0.053 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.492(CFS) Depth of flow = 0.431(Ft.), Average velocity = 2.142(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.241(Ft.) Flow velocity = 2.14(Ft/s) Travel time = 3.22 min. TC = 12.26 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.794 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.470; Impervious fraction = 0.530 Rainfall intensity = 3.114(In/Hr) for a 100.0 year storm Subarea runoff = 5.189(CFS) for 2.100(Ac.) Total runoff = 13.028(CFS) Total area = 4.800(Ac.) Street flow at end of street = 13.028(CFS) Half street flow at end of street = 6.514(CFS) Depth of flow = 0.457(Ft.), Average velocity = 2.290(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 16.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1098.000(Ft.) Downstream point/station elevation = 1095.000(Ft.) Pipe length = 28.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.028(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 13.028(CFS) Normal flow depth in pipe = 8.52(In.) Flow top width inside pipe = 14.86(In.) Critical depth could not be calculated. Pipe flow velocity = 18.12(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 12.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 107.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.800(Ac.) Runoff from this stream = 13.028(CFS) Time of concentration = 12.28 min. Rainfall intensity = 3.110(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000   3    **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 393.000(Ft.) Top (of initial area) elevation = 1142.000(Ft.) Bottom (of initial area) elevation = 1102.300(Ft.) Difference in elevation = 39.700(Ft.) Slope = 0.10102 s(percent)= 10.10 TC = k(0.426)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.350 min. Rainfall intensity = 4.125(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.810 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.480 Decimal fraction soil group C = 0.520 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.70 Pervious area fraction = 0.620; Impervious fraction = 0.380 Initial subarea runoff = 4.344(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.620 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.000(Ft.) Downstream point/station elevation = 1098.000(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.344(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.344(CFS) Normal flow depth in pipe = 7.91(In.) Flow top width inside pipe = 11.38(In.) Critical Depth = 10.51(In.) Pipe flow velocity = 7.92(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 7.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 106.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ USER INPUT of soil data for subarea Runoff Coefficient = 0.755 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.470 Decimal fraction soil group C = 0.530 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.93 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 7.52 min. Rainfall intensity = 4.074(In/Hr) for a 100.0 year storm Subarea runoff = 0.922(CFS) for 0.300(Ac.) Total runoff = 5.266(CFS) Total area = 1.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1098.000(Ft.) Downstream point/station elevation = 1095.000(Ft.) Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.266(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.266(CFS) Normal flow depth in pipe = 8.53(In.) Flow top width inside pipe = 10.88(In.)   4    Critical Depth = 11.16(In.) Pipe flow velocity = 8.83(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 7.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.600(Ac.) Runoff from this stream = 5.266(CFS) Time of concentration = 7.71 min. Rainfall intensity = 4.019(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.028 12.28 3.110 2 5.266 7.71 4.019 Largest stream flow has longer time of concentration Qp = 13.028 + sum of Qb Ia/Ib 5.266 * 0.774 = 4.076 Qp = 17.104 Total of 2 main streams to confluence: Flow rates before confluence point: 13.028 5.266 Area of streams before confluence: 4.800 1.600 Results of confluence: Total flow rate = 17.104(CFS) Time of concentration = 12.282 min. Effective stream area after confluence = 6.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 107.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ USER INPUT of soil data for subarea Runoff Coefficient = 0.673 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 12.28 min. Rainfall intensity = 3.110(In/Hr) for a 100.0 year storm Subarea runoff = 0.209(CFS) for 0.100(Ac.) Total runoff = 17.314(CFS) Total area = 6.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1095.000(Ft.) Downstream point/station elevation = 1089.000(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.314(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 17.314(CFS)   5    Normal flow depth in pipe = 8.29(In.) Flow top width inside pipe = 14.92(In.) Critical depth could not be calculated. Pipe flow velocity = 24.93(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 12.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of natural channel elevation = 1089.000(Ft.) End of natural channel elevation = 1086.000(Ft.) Length of natural channel = 139.000(Ft.) Estimated mean flow rate at midpoint of channel = 20.643(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) = (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 4.44(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0216 Corrected/adjusted channel slope = 0.0216 Travel time = 0.52 min. TC = 12.82 min. Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.825 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.390 Decimal fraction soil group C = 0.610 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 82.90 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 3.038(In/Hr) for a 100.0 year storm Subarea runoff = 6.267(CFS) for 2.500(Ac.) Total runoff = 23.581(CFS) Total area = 9.000(Ac.) End of computations, total study area = 9.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.719 Area averaged RI index number = 66.2 10-YEAR   1    Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 09/10/13 File:ARA10.out ------------------------------------------------------------------------ TTM 33584 10-YEAR RATIONAL TABLING METHOD POST-PROJECT CONDITION FN: ARA10.RRV ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6269 ------------------------------------------------------------------------ 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.300(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.859(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance = 538.000(Ft.) Top (of initial area) elevation = 1142.000(Ft.) Bottom (of initial area) elevation = 1100.300(Ft.) Difference in elevation = 41.700(Ft.) Slope = 0.07751 s(percent)= 7.75 TC = k(0.438)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.035 min. Rainfall intensity = 2.432(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.746 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.610 Decimal fraction soil group C = 0.390 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61.01 Pervious area fraction = 0.660; Impervious fraction = 0.340 Initial subarea runoff = 4.898(CFS) Total initial stream area = 2.700(Ac.) Pervious area fraction = 0.660 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1100.300(Ft.) End of street segment elevation = 1098.000(Ft.) Length of street segment = 414.000(Ft.)   2    Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 14.000(Ft.) Slope from gutter to grade break (v/hz) = 0.053 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.579(CFS) Depth of flow = 0.379(Ft.), Average velocity = 1.915(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.612(Ft.) Flow velocity = 1.92(Ft/s) Travel time = 3.60 min. TC = 12.64 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.756 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.470; Impervious fraction = 0.530 Rainfall intensity = 2.022(In/Hr) for a 10.0 year storm Subarea runoff = 3.209(CFS) for 2.100(Ac.) Total runoff = 8.107(CFS) Total area = 4.800(Ac.) Street flow at end of street = 8.107(CFS) Half street flow at end of street = 4.054(CFS) Depth of flow = 0.401(Ft.), Average velocity = 2.013(Ft/s) Flow width (from curb towards crown)= 13.737(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1098.000(Ft.) Downstream point/station elevation = 1095.000(Ft.) Pipe length = 28.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.107(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 8.107(CFS) Normal flow depth in pipe = 7.36(In.) Flow top width inside pipe = 11.69(In.) Critical depth could not be calculated. Pipe flow velocity = 16.04(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 12.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 107.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.800(Ac.) Runoff from this stream = 8.107(CFS) Time of concentration = 12.67 min. Rainfall intensity = 2.020(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** INITIAL AREA EVALUATION ****   3    ______________________________________________________________________ Initial area flow distance = 393.000(Ft.) Top (of initial area) elevation = 1142.000(Ft.) Bottom (of initial area) elevation = 1102.300(Ft.) Difference in elevation = 39.700(Ft.) Slope = 0.10102 s(percent)= 10.10 TC = k(0.426)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.350 min. Rainfall intensity = 2.725(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.774 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.480 Decimal fraction soil group C = 0.520 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.70 Pervious area fraction = 0.620; Impervious fraction = 0.380 Initial subarea runoff = 2.742(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.620 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1100.000(Ft.) Downstream point/station elevation = 1098.000(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.742(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.742(CFS) Normal flow depth in pipe = 5.91(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 8.52(In.) Pipe flow velocity = 7.12(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 7.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 106.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ USER INPUT of soil data for subarea Runoff Coefficient = 0.696 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.470 Decimal fraction soil group C = 0.530 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 62.93 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 7.54 min. Rainfall intensity = 2.687(In/Hr) for a 10.0 year storm Subarea runoff = 0.561(CFS) for 0.300(Ac.) Total runoff = 3.303(CFS) Total area = 1.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1098.000(Ft.) Downstream point/station elevation = 1095.000(Ft.) Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.303(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.303(CFS) Normal flow depth in pipe = 6.25(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 9.33(In.)   4    Pipe flow velocity = 7.99(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 7.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.600(Ac.) Runoff from this stream = 3.303(CFS) Time of concentration = 7.75 min. Rainfall intensity = 2.647(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.107 12.67 2.020 2 3.303 7.75 2.647 Largest stream flow has longer time of concentration Qp = 8.107 + sum of Qb Ia/Ib 3.303 * 0.763 = 2.521 Qp = 10.628 Total of 2 main streams to confluence: Flow rates before confluence point: 8.107 3.303 Area of streams before confluence: 4.800 1.600 Results of confluence: Total flow rate = 10.628(CFS) Time of concentration = 12.666 min. Effective stream area after confluence = 6.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 107.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ USER INPUT of soil data for subarea Runoff Coefficient = 0.593 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Time of concentration = 12.67 min. Rainfall intensity = 2.020(In/Hr) for a 10.0 year storm Subarea runoff = 0.120(CFS) for 0.100(Ac.) Total runoff = 10.748(CFS) Total area = 6.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1095.000(Ft.) Downstream point/station elevation = 1089.000(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.748(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 10.748(CFS) Normal flow depth in pipe = 7.14(In.)   5    Flow top width inside pipe = 11.78(In.) Critical depth could not be calculated. Pipe flow velocity = 22.06(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 12.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of natural channel elevation = 1089.000(Ft.) End of natural channel elevation = 1086.000(Ft.) Length of natural channel = 139.000(Ft.) Estimated mean flow rate at midpoint of channel = 12.814(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) = (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 3.91(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0216 Corrected/adjusted channel slope = 0.0216 Travel time = 0.59 min. TC = 13.28 min. Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.790 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.390 Decimal fraction soil group C = 0.610 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 82.90 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.968(In/Hr) for a 10.0 year storm Subarea runoff = 3.885(CFS) for 2.500(Ac.) Total runoff = 14.632(CFS) Total area = 9.000(Ac.) End of computations, total study area = 9.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.719 Area averaged RI index number = 66.2 APPENDIX C: PRE-PROJECT UNIT HYDROGRAPH ANALYSES APPENDIX C.1: UNIT HYDROGRAPH ANALYSES, AREA “A” 2-YEAR, 24-HOUR   1    U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/10/13 File: ARA242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH PRE-PROJECT CONDITION FN: ARA -------------------------------------------------------------------- Drainage Area = 8.90(Ac.) = 0.014 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 8.90(Ac.) = 0.014 Sq. Mi. Length along longest watercourse = 1365.00(Ft.) Length along longest watercourse measured to centroid = 404.00(Ft.) Length along longest watercourse = 0.259 Mi. Length along longest watercourse measured to centroid = 0.077 Mi. Difference in elevation = 42.00(Ft.) Slope along watercourse = 162.4615 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.062 Hr. Lag time = 3.70 Min. 25% of lag time = 0.92 Min. 40% of lag time = 1.48 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 8.90 1.80 16.02 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 8.90 5.00 44.50 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.800(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 8.900 78.70 0.069 Total Area Entered = 8.90(Ac.)   2    RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.7 61.4 0.454 0.069 0.426 1.000 0.426 Sum (F) = 0.426 Area averaged mean soil loss (F) (In/Hr) = 0.426 Minimum soil loss rate ((In/Hr)) = 0.213 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.845 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 135.193 29.420 2.639 2 0.167 270.387 48.004 4.306 3 0.250 405.580 12.131 1.088 4 0.333 540.773 5.377 0.482 5 0.417 675.967 2.923 0.262 6 0.500 811.160 2.146 0.192 Sum = 100.000 Sum= 8.970 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.014 ( 0.756) 0.012 0.002 2 0.17 0.07 0.014 ( 0.753) 0.012 0.002 3 0.25 0.07 0.014 ( 0.750) 0.012 0.002 4 0.33 0.10 0.022 ( 0.747) 0.018 0.003 5 0.42 0.10 0.022 ( 0.744) 0.018 0.003 6 0.50 0.10 0.022 ( 0.741) 0.018 0.003 7 0.58 0.10 0.022 ( 0.738) 0.018 0.003 8 0.67 0.10 0.022 ( 0.735) 0.018 0.003 9 0.75 0.10 0.022 ( 0.732) 0.018 0.003 10 0.83 0.13 0.029 ( 0.729) 0.024 0.004 11 0.92 0.13 0.029 ( 0.727) 0.024 0.004 12 1.00 0.13 0.029 ( 0.724) 0.024 0.004 13 1.08 0.10 0.022 ( 0.721) 0.018 0.003 14 1.17 0.10 0.022 ( 0.718) 0.018 0.003 15 1.25 0.10 0.022 ( 0.715) 0.018 0.003 16 1.33 0.10 0.022 ( 0.712) 0.018 0.003 17 1.42 0.10 0.022 ( 0.710) 0.018 0.003 18 1.50 0.10 0.022 ( 0.707) 0.018 0.003 19 1.58 0.10 0.022 ( 0.704) 0.018 0.003 20 1.67 0.10 0.022 ( 0.701) 0.018 0.003 21 1.75 0.10 0.022 ( 0.698) 0.018 0.003 22 1.83 0.13 0.029 ( 0.695) 0.024 0.004 23 1.92 0.13 0.029 ( 0.693) 0.024 0.004 24 2.00 0.13 0.029 ( 0.690) 0.024 0.004 25 2.08 0.13 0.029 ( 0.687) 0.024 0.004 26 2.17 0.13 0.029 ( 0.684) 0.024 0.004 27 2.25 0.13 0.029 ( 0.681) 0.024 0.004 28 2.33 0.13 0.029 ( 0.679) 0.024 0.004 29 2.42 0.13 0.029 ( 0.676) 0.024 0.004 30 2.50 0.13 0.029 ( 0.673) 0.024 0.004 31 2.58 0.17 0.036 ( 0.670) 0.030 0.006 32 2.67 0.17 0.036 ( 0.668) 0.030 0.006 33 2.75 0.17 0.036 ( 0.665) 0.030 0.006 34 2.83 0.17 0.036 ( 0.662) 0.030 0.006 35 2.92 0.17 0.036 ( 0.659) 0.030 0.006 36 3.00 0.17 0.036 ( 0.657) 0.030 0.006   3    37 3.08 0.17 0.036 ( 0.654) 0.030 0.006 38 3.17 0.17 0.036 ( 0.651) 0.030 0.006 39 3.25 0.17 0.036 ( 0.649) 0.030 0.006 40 3.33 0.17 0.036 ( 0.646) 0.030 0.006 41 3.42 0.17 0.036 ( 0.643) 0.030 0.006 42 3.50 0.17 0.036 ( 0.640) 0.030 0.006 43 3.58 0.17 0.036 ( 0.638) 0.030 0.006 44 3.67 0.17 0.036 ( 0.635) 0.030 0.006 45 3.75 0.17 0.036 ( 0.632) 0.030 0.006 46 3.83 0.20 0.043 ( 0.630) 0.036 0.007 47 3.92 0.20 0.043 ( 0.627) 0.036 0.007 48 4.00 0.20 0.043 ( 0.624) 0.036 0.007 49 4.08 0.20 0.043 ( 0.622) 0.036 0.007 50 4.17 0.20 0.043 ( 0.619) 0.036 0.007 51 4.25 0.20 0.043 ( 0.617) 0.036 0.007 52 4.33 0.23 0.050 ( 0.614) 0.043 0.008 53 4.42 0.23 0.050 ( 0.611) 0.043 0.008 54 4.50 0.23 0.050 ( 0.609) 0.043 0.008 55 4.58 0.23 0.050 ( 0.606) 0.043 0.008 56 4.67 0.23 0.050 ( 0.603) 0.043 0.008 57 4.75 0.23 0.050 ( 0.601) 0.043 0.008 58 4.83 0.27 0.058 ( 0.598) 0.049 0.009 59 4.92 0.27 0.058 ( 0.596) 0.049 0.009 60 5.00 0.27 0.058 ( 0.593) 0.049 0.009 61 5.08 0.20 0.043 ( 0.591) 0.036 0.007 62 5.17 0.20 0.043 ( 0.588) 0.036 0.007 63 5.25 0.20 0.043 ( 0.585) 0.036 0.007 64 5.33 0.23 0.050 ( 0.583) 0.043 0.008 65 5.42 0.23 0.050 ( 0.580) 0.043 0.008 66 5.50 0.23 0.050 ( 0.578) 0.043 0.008 67 5.58 0.27 0.058 ( 0.575) 0.049 0.009 68 5.67 0.27 0.058 ( 0.573) 0.049 0.009 69 5.75 0.27 0.058 ( 0.570) 0.049 0.009 70 5.83 0.27 0.058 ( 0.568) 0.049 0.009 71 5.92 0.27 0.058 ( 0.565) 0.049 0.009 72 6.00 0.27 0.058 ( 0.563) 0.049 0.009 73 6.08 0.30 0.065 ( 0.560) 0.055 0.010 74 6.17 0.30 0.065 ( 0.558) 0.055 0.010 75 6.25 0.30 0.065 ( 0.555) 0.055 0.010 76 6.33 0.30 0.065 ( 0.553) 0.055 0.010 77 6.42 0.30 0.065 ( 0.550) 0.055 0.010 78 6.50 0.30 0.065 ( 0.548) 0.055 0.010 79 6.58 0.33 0.072 ( 0.545) 0.061 0.011 80 6.67 0.33 0.072 ( 0.543) 0.061 0.011 81 6.75 0.33 0.072 ( 0.540) 0.061 0.011 82 6.83 0.33 0.072 ( 0.538) 0.061 0.011 83 6.92 0.33 0.072 ( 0.535) 0.061 0.011 84 7.00 0.33 0.072 ( 0.533) 0.061 0.011 85 7.08 0.33 0.072 ( 0.531) 0.061 0.011 86 7.17 0.33 0.072 ( 0.528) 0.061 0.011 87 7.25 0.33 0.072 ( 0.526) 0.061 0.011 88 7.33 0.37 0.079 ( 0.523) 0.067 0.012 89 7.42 0.37 0.079 ( 0.521) 0.067 0.012 90 7.50 0.37 0.079 ( 0.519) 0.067 0.012 91 7.58 0.40 0.086 ( 0.516) 0.073 0.013 92 7.67 0.40 0.086 ( 0.514) 0.073 0.013 93 7.75 0.40 0.086 ( 0.511) 0.073 0.013 94 7.83 0.43 0.094 ( 0.509) 0.079 0.015 95 7.92 0.43 0.094 ( 0.507) 0.079 0.015 96 8.00 0.43 0.094 ( 0.504) 0.079 0.015 97 8.08 0.50 0.108 ( 0.502) 0.091 0.017 98 8.17 0.50 0.108 ( 0.500) 0.091 0.017 99 8.25 0.50 0.108 ( 0.497) 0.091 0.017 100 8.33 0.50 0.108 ( 0.495) 0.091 0.017 101 8.42 0.50 0.108 ( 0.493) 0.091 0.017 102 8.50 0.50 0.108 ( 0.490) 0.091 0.017 103 8.58 0.53 0.115 ( 0.488) 0.097 0.018 104 8.67 0.53 0.115 ( 0.486) 0.097 0.018 105 8.75 0.53 0.115 ( 0.484) 0.097 0.018 106 8.83 0.57 0.122 ( 0.481) 0.103 0.019 107 8.92 0.57 0.122 ( 0.479) 0.103 0.019   4    108 9.00 0.57 0.122 ( 0.477) 0.103 0.019 109 9.08 0.63 0.137 ( 0.475) 0.116 0.021 110 9.17 0.63 0.137 ( 0.472) 0.116 0.021 111 9.25 0.63 0.137 ( 0.470) 0.116 0.021 112 9.33 0.67 0.144 ( 0.468) 0.122 0.022 113 9.42 0.67 0.144 ( 0.466) 0.122 0.022 114 9.50 0.67 0.144 ( 0.463) 0.122 0.022 115 9.58 0.70 0.151 ( 0.461) 0.128 0.023 116 9.67 0.70 0.151 ( 0.459) 0.128 0.023 117 9.75 0.70 0.151 ( 0.457) 0.128 0.023 118 9.83 0.73 0.158 ( 0.454) 0.134 0.025 119 9.92 0.73 0.158 ( 0.452) 0.134 0.025 120 10.00 0.73 0.158 ( 0.450) 0.134 0.025 121 10.08 0.50 0.108 ( 0.448) 0.091 0.017 122 10.17 0.50 0.108 ( 0.446) 0.091 0.017 123 10.25 0.50 0.108 ( 0.444) 0.091 0.017 124 10.33 0.50 0.108 ( 0.441) 0.091 0.017 125 10.42 0.50 0.108 ( 0.439) 0.091 0.017 126 10.50 0.50 0.108 ( 0.437) 0.091 0.017 127 10.58 0.67 0.144 ( 0.435) 0.122 0.022 128 10.67 0.67 0.144 ( 0.433) 0.122 0.022 129 10.75 0.67 0.144 ( 0.431) 0.122 0.022 130 10.83 0.67 0.144 ( 0.429) 0.122 0.022 131 10.92 0.67 0.144 ( 0.427) 0.122 0.022 132 11.00 0.67 0.144 ( 0.424) 0.122 0.022 133 11.08 0.63 0.137 ( 0.422) 0.116 0.021 134 11.17 0.63 0.137 ( 0.420) 0.116 0.021 135 11.25 0.63 0.137 ( 0.418) 0.116 0.021 136 11.33 0.63 0.137 ( 0.416) 0.116 0.021 137 11.42 0.63 0.137 ( 0.414) 0.116 0.021 138 11.50 0.63 0.137 ( 0.412) 0.116 0.021 139 11.58 0.57 0.122 ( 0.410) 0.103 0.019 140 11.67 0.57 0.122 ( 0.408) 0.103 0.019 141 11.75 0.57 0.122 ( 0.406) 0.103 0.019 142 11.83 0.60 0.130 ( 0.404) 0.109 0.020 143 11.92 0.60 0.130 ( 0.402) 0.109 0.020 144 12.00 0.60 0.130 ( 0.400) 0.109 0.020 145 12.08 0.83 0.180 ( 0.398) 0.152 0.028 146 12.17 0.83 0.180 ( 0.396) 0.152 0.028 147 12.25 0.83 0.180 ( 0.394) 0.152 0.028 148 12.33 0.87 0.187 ( 0.392) 0.158 0.029 149 12.42 0.87 0.187 ( 0.390) 0.158 0.029 150 12.50 0.87 0.187 ( 0.388) 0.158 0.029 151 12.58 0.93 0.202 ( 0.386) 0.170 0.031 152 12.67 0.93 0.202 ( 0.384) 0.170 0.031 153 12.75 0.93 0.202 ( 0.382) 0.170 0.031 154 12.83 0.97 0.209 ( 0.380) 0.176 0.032 155 12.92 0.97 0.209 ( 0.378) 0.176 0.032 156 13.00 0.97 0.209 ( 0.376) 0.176 0.032 157 13.08 1.13 0.245 ( 0.374) 0.207 0.038 158 13.17 1.13 0.245 ( 0.373) 0.207 0.038 159 13.25 1.13 0.245 ( 0.371) 0.207 0.038 160 13.33 1.13 0.245 ( 0.369) 0.207 0.038 161 13.42 1.13 0.245 ( 0.367) 0.207 0.038 162 13.50 1.13 0.245 ( 0.365) 0.207 0.038 163 13.58 0.77 0.166 ( 0.363) 0.140 0.026 164 13.67 0.77 0.166 ( 0.361) 0.140 0.026 165 13.75 0.77 0.166 ( 0.360) 0.140 0.026 166 13.83 0.77 0.166 ( 0.358) 0.140 0.026 167 13.92 0.77 0.166 ( 0.356) 0.140 0.026 168 14.00 0.77 0.166 ( 0.354) 0.140 0.026 169 14.08 0.90 0.194 ( 0.352) 0.164 0.030 170 14.17 0.90 0.194 ( 0.350) 0.164 0.030 171 14.25 0.90 0.194 ( 0.349) 0.164 0.030 172 14.33 0.87 0.187 ( 0.347) 0.158 0.029 173 14.42 0.87 0.187 ( 0.345) 0.158 0.029 174 14.50 0.87 0.187 ( 0.343) 0.158 0.029 175 14.58 0.87 0.187 ( 0.342) 0.158 0.029 176 14.67 0.87 0.187 ( 0.340) 0.158 0.029 177 14.75 0.87 0.187 ( 0.338) 0.158 0.029 178 14.83 0.83 0.180 ( 0.336) 0.152 0.028   5    179 14.92 0.83 0.180 ( 0.335) 0.152 0.028 180 15.00 0.83 0.180 ( 0.333) 0.152 0.028 181 15.08 0.80 0.173 ( 0.331) 0.146 0.027 182 15.17 0.80 0.173 ( 0.329) 0.146 0.027 183 15.25 0.80 0.173 ( 0.328) 0.146 0.027 184 15.33 0.77 0.166 ( 0.326) 0.140 0.026 185 15.42 0.77 0.166 ( 0.324) 0.140 0.026 186 15.50 0.77 0.166 ( 0.323) 0.140 0.026 187 15.58 0.63 0.137 ( 0.321) 0.116 0.021 188 15.67 0.63 0.137 ( 0.319) 0.116 0.021 189 15.75 0.63 0.137 ( 0.318) 0.116 0.021 190 15.83 0.63 0.137 ( 0.316) 0.116 0.021 191 15.92 0.63 0.137 ( 0.315) 0.116 0.021 192 16.00 0.63 0.137 ( 0.313) 0.116 0.021 193 16.08 0.13 0.029 ( 0.311) 0.024 0.004 194 16.17 0.13 0.029 ( 0.310) 0.024 0.004 195 16.25 0.13 0.029 ( 0.308) 0.024 0.004 196 16.33 0.13 0.029 ( 0.307) 0.024 0.004 197 16.42 0.13 0.029 ( 0.305) 0.024 0.004 198 16.50 0.13 0.029 ( 0.304) 0.024 0.004 199 16.58 0.10 0.022 ( 0.302) 0.018 0.003 200 16.67 0.10 0.022 ( 0.300) 0.018 0.003 201 16.75 0.10 0.022 ( 0.299) 0.018 0.003 202 16.83 0.10 0.022 ( 0.297) 0.018 0.003 203 16.92 0.10 0.022 ( 0.296) 0.018 0.003 204 17.00 0.10 0.022 ( 0.294) 0.018 0.003 205 17.08 0.17 0.036 ( 0.293) 0.030 0.006 206 17.17 0.17 0.036 ( 0.291) 0.030 0.006 207 17.25 0.17 0.036 ( 0.290) 0.030 0.006 208 17.33 0.17 0.036 ( 0.289) 0.030 0.006 209 17.42 0.17 0.036 ( 0.287) 0.030 0.006 210 17.50 0.17 0.036 ( 0.286) 0.030 0.006 211 17.58 0.17 0.036 ( 0.284) 0.030 0.006 212 17.67 0.17 0.036 ( 0.283) 0.030 0.006 213 17.75 0.17 0.036 ( 0.281) 0.030 0.006 214 17.83 0.13 0.029 ( 0.280) 0.024 0.004 215 17.92 0.13 0.029 ( 0.279) 0.024 0.004 216 18.00 0.13 0.029 ( 0.277) 0.024 0.004 217 18.08 0.13 0.029 ( 0.276) 0.024 0.004 218 18.17 0.13 0.029 ( 0.275) 0.024 0.004 219 18.25 0.13 0.029 ( 0.273) 0.024 0.004 220 18.33 0.13 0.029 ( 0.272) 0.024 0.004 221 18.42 0.13 0.029 ( 0.271) 0.024 0.004 222 18.50 0.13 0.029 ( 0.269) 0.024 0.004 223 18.58 0.10 0.022 ( 0.268) 0.018 0.003 224 18.67 0.10 0.022 ( 0.267) 0.018 0.003 225 18.75 0.10 0.022 ( 0.265) 0.018 0.003 226 18.83 0.07 0.014 ( 0.264) 0.012 0.002 227 18.92 0.07 0.014 ( 0.263) 0.012 0.002 228 19.00 0.07 0.014 ( 0.262) 0.012 0.002 229 19.08 0.10 0.022 ( 0.260) 0.018 0.003 230 19.17 0.10 0.022 ( 0.259) 0.018 0.003 231 19.25 0.10 0.022 ( 0.258) 0.018 0.003 232 19.33 0.13 0.029 ( 0.257) 0.024 0.004 233 19.42 0.13 0.029 ( 0.255) 0.024 0.004 234 19.50 0.13 0.029 ( 0.254) 0.024 0.004 235 19.58 0.10 0.022 ( 0.253) 0.018 0.003 236 19.67 0.10 0.022 ( 0.252) 0.018 0.003 237 19.75 0.10 0.022 ( 0.251) 0.018 0.003 238 19.83 0.07 0.014 ( 0.250) 0.012 0.002 239 19.92 0.07 0.014 ( 0.249) 0.012 0.002 240 20.00 0.07 0.014 ( 0.247) 0.012 0.002 241 20.08 0.10 0.022 ( 0.246) 0.018 0.003 242 20.17 0.10 0.022 ( 0.245) 0.018 0.003 243 20.25 0.10 0.022 ( 0.244) 0.018 0.003 244 20.33 0.10 0.022 ( 0.243) 0.018 0.003 245 20.42 0.10 0.022 ( 0.242) 0.018 0.003 246 20.50 0.10 0.022 ( 0.241) 0.018 0.003 247 20.58 0.10 0.022 ( 0.240) 0.018 0.003 248 20.67 0.10 0.022 ( 0.239) 0.018 0.003 249 20.75 0.10 0.022 ( 0.238) 0.018 0.003   6    250 20.83 0.07 0.014 ( 0.237) 0.012 0.002 251 20.92 0.07 0.014 ( 0.236) 0.012 0.002 252 21.00 0.07 0.014 ( 0.235) 0.012 0.002 253 21.08 0.10 0.022 ( 0.234) 0.018 0.003 254 21.17 0.10 0.022 ( 0.233) 0.018 0.003 255 21.25 0.10 0.022 ( 0.232) 0.018 0.003 256 21.33 0.07 0.014 ( 0.232) 0.012 0.002 257 21.42 0.07 0.014 ( 0.231) 0.012 0.002 258 21.50 0.07 0.014 ( 0.230) 0.012 0.002 259 21.58 0.10 0.022 ( 0.229) 0.018 0.003 260 21.67 0.10 0.022 ( 0.228) 0.018 0.003 261 21.75 0.10 0.022 ( 0.227) 0.018 0.003 262 21.83 0.07 0.014 ( 0.227) 0.012 0.002 263 21.92 0.07 0.014 ( 0.226) 0.012 0.002 264 22.00 0.07 0.014 ( 0.225) 0.012 0.002 265 22.08 0.10 0.022 ( 0.224) 0.018 0.003 266 22.17 0.10 0.022 ( 0.224) 0.018 0.003 267 22.25 0.10 0.022 ( 0.223) 0.018 0.003 268 22.33 0.07 0.014 ( 0.222) 0.012 0.002 269 22.42 0.07 0.014 ( 0.221) 0.012 0.002 270 22.50 0.07 0.014 ( 0.221) 0.012 0.002 271 22.58 0.07 0.014 ( 0.220) 0.012 0.002 272 22.67 0.07 0.014 ( 0.220) 0.012 0.002 273 22.75 0.07 0.014 ( 0.219) 0.012 0.002 274 22.83 0.07 0.014 ( 0.218) 0.012 0.002 275 22.92 0.07 0.014 ( 0.218) 0.012 0.002 276 23.00 0.07 0.014 ( 0.217) 0.012 0.002 277 23.08 0.07 0.014 ( 0.217) 0.012 0.002 278 23.17 0.07 0.014 ( 0.216) 0.012 0.002 279 23.25 0.07 0.014 ( 0.216) 0.012 0.002 280 23.33 0.07 0.014 ( 0.215) 0.012 0.002 281 23.42 0.07 0.014 ( 0.215) 0.012 0.002 282 23.50 0.07 0.014 ( 0.215) 0.012 0.002 283 23.58 0.07 0.014 ( 0.214) 0.012 0.002 284 23.67 0.07 0.014 ( 0.214) 0.012 0.002 285 23.75 0.07 0.014 ( 0.214) 0.012 0.002 286 23.83 0.07 0.014 ( 0.213) 0.012 0.002 287 23.92 0.07 0.014 ( 0.213) 0.012 0.002 288 24.00 0.07 0.014 ( 0.213) 0.012 0.002 (Loss Rate Not Used) Sum = 100.0 Sum = 3.4 Flood volume = Effective rainfall 0.28(In) times area 8.9(Ac.)/[(In)/(Ft.)] = 0.2(Ac.Ft) Total soil loss = 1.52(In) Total soil loss = 1.128(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 9025.1 Cubic Feet Total soil loss = 49126.5 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.341(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.01 Q | | | | 0+10 0.0001 0.02 Q | | | | 0+15 0.0003 0.02 Q | | | | 0+20 0.0004 0.02 Q | | | | 0+25 0.0006 0.03 Q | | | | 0+30 0.0008 0.03 Q | | | | 0+35 0.0010 0.03 Q | | | | 0+40 0.0012 0.03 Q | | | | 0+45 0.0014 0.03 Q | | | | 0+50 0.0017 0.03 Q | | | | 0+55 0.0019 0.04 Q | | | |   7    1+ 0 0.0022 0.04 Q | | | | 1+ 5 0.0024 0.04 Q | | | | 1+10 0.0027 0.03 Q | | | | 1+15 0.0029 0.03 Q | | | | 1+20 0.0031 0.03 Q | | | | 1+25 0.0033 0.03 Q | | | | 1+30 0.0035 0.03 Q | | | | 1+35 0.0037 0.03 Q | | | | 1+40 0.0039 0.03 Q | | | | 1+45 0.0041 0.03 Q | | | | 1+50 0.0043 0.03 Q | | | | 1+55 0.0046 0.04 Q | | | | 2+ 0 0.0049 0.04 Q | | | | 2+ 5 0.0052 0.04 Q | | | | 2+10 0.0054 0.04 QV | | | | 2+15 0.0057 0.04 QV | | | | 2+20 0.0060 0.04 QV | | | | 2+25 0.0063 0.04 QV | | | | 2+30 0.0065 0.04 QV | | | | 2+35 0.0068 0.04 QV | | | | 2+40 0.0072 0.05 QV | | | | 2+45 0.0075 0.05 QV | | | | 2+50 0.0078 0.05 QV | | | | 2+55 0.0082 0.05 QV | | | | 3+ 0 0.0085 0.05 QV | | | | 3+ 5 0.0089 0.05 QV | | | | 3+10 0.0092 0.05 QV | | | | 3+15 0.0096 0.05 QV | | | | 3+20 0.0099 0.05 QV | | | | 3+25 0.0103 0.05 QV | | | | 3+30 0.0106 0.05 Q V | | | | 3+35 0.0109 0.05 Q V | | | | 3+40 0.0113 0.05 Q V | | | | 3+45 0.0116 0.05 Q V | | | | 3+50 0.0120 0.05 Q V | | | | 3+55 0.0124 0.06 Q V | | | | 4+ 0 0.0128 0.06 Q V | | | | 4+ 5 0.0132 0.06 Q V | | | | 4+10 0.0136 0.06 Q V | | | | 4+15 0.0140 0.06 Q V | | | | 4+20 0.0145 0.06 Q V | | | | 4+25 0.0149 0.07 Q V | | | | 4+30 0.0154 0.07 Q V | | | | 4+35 0.0159 0.07 Q V | | | | 4+40 0.0164 0.07 Q V | | | | 4+45 0.0169 0.07 Q V | | | | 4+50 0.0174 0.07 Q V | | | | 4+55 0.0179 0.08 Q V | | | | 5+ 0 0.0185 0.08 Q V | | | | 5+ 5 0.0190 0.07 Q V | | | | 5+10 0.0194 0.06 Q V | | | | 5+15 0.0198 0.06 Q V | | | | 5+20 0.0203 0.06 Q V | | | | 5+25 0.0207 0.07 Q V | | | | 5+30 0.0212 0.07 Q V | | | | 5+35 0.0217 0.07 Q V | | | | 5+40 0.0223 0.08 Q V | | | | 5+45 0.0228 0.08 Q V | | | | 5+50 0.0234 0.08 Q V | | | | 5+55 0.0239 0.08 Q V | | | | 6+ 0 0.0245 0.08 Q V | | | | 6+ 5 0.0250 0.08 Q V | | | | 6+10 0.0256 0.09 Q V | | | | 6+15 0.0263 0.09 Q V | | | | 6+20 0.0269 0.09 Q V | | | | 6+25 0.0275 0.09 Q V | | | | 6+30 0.0281 0.09 Q V | | | | 6+35 0.0288 0.09 Q V | | | | 6+40 0.0294 0.10 Q V | | | | 6+45 0.0301 0.10 Q V | | | | 6+50 0.0308 0.10 Q V | | | |   8    6+55 0.0315 0.10 Q V | | | | 7+ 0 0.0322 0.10 Q V | | | | 7+ 5 0.0329 0.10 Q V | | | | 7+10 0.0336 0.10 Q V | | | | 7+15 0.0342 0.10 Q V | | | | 7+20 0.0350 0.10 Q V | | | | 7+25 0.0357 0.11 Q V | | | | 7+30 0.0365 0.11 Q V | | | | 7+35 0.0372 0.11 Q V | | | | 7+40 0.0380 0.12 Q V | | | | 7+45 0.0389 0.12 Q V | | | | 7+50 0.0397 0.12 Q V | | | | 7+55 0.0406 0.13 Q V | | | | 8+ 0 0.0415 0.13 Q V | | | | 8+ 5 0.0424 0.14 Q V | | | | 8+10 0.0434 0.15 Q V | | | | 8+15 0.0444 0.15 Q V | | | | 8+20 0.0455 0.15 Q V | | | | 8+25 0.0465 0.15 Q V | | | | 8+30 0.0475 0.15 Q V| | | | 8+35 0.0486 0.15 Q V| | | | 8+40 0.0497 0.16 Q V| | | | 8+45 0.0508 0.16 Q V| | | | 8+50 0.0519 0.16 Q V | | | 8+55 0.0531 0.17 Q V | | | 9+ 0 0.0542 0.17 Q V | | | 9+ 5 0.0554 0.18 Q V | | | 9+10 0.0567 0.19 Q V | | | 9+15 0.0580 0.19 Q |V | | | 9+20 0.0593 0.19 Q |V | | | 9+25 0.0607 0.20 Q |V | | | 9+30 0.0621 0.20 Q |V | | | 9+35 0.0635 0.20 Q | V | | | 9+40 0.0649 0.21 Q | V | | | 9+45 0.0664 0.21 Q | V | | | 9+50 0.0678 0.21 Q | V | | | 9+55 0.0693 0.22 Q | V | | | 10+ 0 0.0708 0.22 Q | V | | | 10+ 5 0.0722 0.20 Q | V | | | 10+10 0.0734 0.17 Q | V | | | 10+15 0.0744 0.16 Q | V | | | 10+20 0.0755 0.15 Q | V | | | 10+25 0.0765 0.15 Q | V | | | 10+30 0.0776 0.15 Q | V | | | 10+35 0.0787 0.17 Q | V | | | 10+40 0.0800 0.19 Q | V | | | 10+45 0.0814 0.20 Q | V | | | 10+50 0.0827 0.20 Q | V | | | 10+55 0.0841 0.20 Q | V | | | 11+ 0 0.0855 0.20 Q | V | | | 11+ 5 0.0868 0.20 Q | V | | | 11+10 0.0882 0.19 Q | V | | | 11+15 0.0895 0.19 Q | V | | | 11+20 0.0908 0.19 Q | V | | | 11+25 0.0921 0.19 Q | V | | | 11+30 0.0934 0.19 Q | V | | | 11+35 0.0947 0.18 Q | V | | | 11+40 0.0959 0.18 Q | V | | | 11+45 0.0971 0.17 Q | V | | | 11+50 0.0983 0.17 Q | V | | | 11+55 0.0995 0.18 Q | V| | | 12+ 0 0.1008 0.18 Q | V| | | 12+ 5 0.1022 0.20 Q | V| | | 12+10 0.1038 0.23 Q | V | | 12+15 0.1054 0.24 Q | V | | 12+20 0.1072 0.25 |Q | V | | 12+25 0.1089 0.26 |Q | |V | | 12+30 0.1107 0.26 |Q | |V | | 12+35 0.1126 0.27 |Q | |V | | 12+40 0.1145 0.28 |Q | | V | | 12+45 0.1164 0.28 |Q | | V | |   9    12+50 0.1183 0.28 |Q | | V | | 12+55 0.1203 0.29 |Q | | V | | 13+ 0 0.1223 0.29 |Q | | V | | 13+ 5 0.1244 0.31 |Q | | V | | 13+10 0.1267 0.33 |Q | | V | | 13+15 0.1290 0.34 |Q | | V | | 13+20 0.1313 0.34 |Q | | V | | 13+25 0.1337 0.34 |Q | | V | | 13+30 0.1360 0.34 |Q | | V | | 13+35 0.1381 0.31 |Q | | V | | 13+40 0.1399 0.26 |Q | | V | | 13+45 0.1416 0.24 Q | | V | | 13+50 0.1432 0.24 Q | | V | | 13+55 0.1448 0.23 Q | | V | | 14+ 0 0.1464 0.23 Q | | V | | 14+ 5 0.1480 0.24 Q | | V | | 14+10 0.1499 0.26 |Q | | V | | 14+15 0.1517 0.27 |Q | | V| | 14+20 0.1535 0.27 |Q | | V| | 14+25 0.1553 0.26 |Q | | V| | 14+30 0.1571 0.26 |Q | | V | 14+35 0.1589 0.26 |Q | | V | 14+40 0.1607 0.26 |Q | | |V | 14+45 0.1625 0.26 |Q | | |V | 14+50 0.1643 0.26 |Q | | |V | 14+55 0.1660 0.25 |Q | | | V | 15+ 0 0.1678 0.25 |Q | | | V | 15+ 5 0.1695 0.25 Q | | | V | 15+10 0.1712 0.24 Q | | | V | 15+15 0.1728 0.24 Q | | | V | 15+20 0.1745 0.24 Q | | | V | 15+25 0.1761 0.23 Q | | | V | 15+30 0.1777 0.23 Q | | | V | 15+35 0.1792 0.22 Q | | | V | 15+40 0.1805 0.20 Q | | | V | 15+45 0.1819 0.19 Q | | | V | 15+50 0.1832 0.19 Q | | | V | 15+55 0.1845 0.19 Q | | | V | 16+ 0 0.1858 0.19 Q | | | V | 16+ 5 0.1869 0.15 Q | | | V | 16+10 0.1874 0.07 Q | | | V | 16+15 0.1877 0.06 Q | | | V | 16+20 0.1881 0.05 Q | | | V | 16+25 0.1884 0.04 Q | | | V | 16+30 0.1886 0.04 Q | | | V | 16+35 0.1889 0.04 Q | | | V | 16+40 0.1891 0.03 Q | | | V | 16+45 0.1893 0.03 Q | | | V | 16+50 0.1896 0.03 Q | | | V | 16+55 0.1898 0.03 Q | | | V | 17+ 0 0.1900 0.03 Q | | | V | 17+ 5 0.1902 0.04 Q | | | V | 17+10 0.1905 0.05 Q | | | V | 17+15 0.1909 0.05 Q | | | V | 17+20 0.1912 0.05 Q | | | V | 17+25 0.1915 0.05 Q | | | V | 17+30 0.1919 0.05 Q | | | V | 17+35 0.1922 0.05 Q | | | V | 17+40 0.1926 0.05 Q | | | V | 17+45 0.1929 0.05 Q | | | V | 17+50 0.1932 0.05 Q | | | V | 17+55 0.1935 0.04 Q | | | V | 18+ 0 0.1938 0.04 Q | | | V | 18+ 5 0.1941 0.04 Q | | | V | 18+10 0.1944 0.04 Q | | | V | 18+15 0.1947 0.04 Q | | | V | 18+20 0.1949 0.04 Q | | | V | 18+25 0.1952 0.04 Q | | | V | 18+30 0.1955 0.04 Q | | | V | 18+35 0.1957 0.04 Q | | | V | 18+40 0.1960 0.03 Q | | | V |   10    18+45 0.1962 0.03 Q | | | V | 18+50 0.1964 0.03 Q | | | V | 18+55 0.1965 0.02 Q | | | V | 19+ 0 0.1967 0.02 Q | | | V | 19+ 5 0.1968 0.02 Q | | | V | 19+10 0.1970 0.03 Q | | | V | 19+15 0.1972 0.03 Q | | | V | 19+20 0.1974 0.03 Q | | | V | 19+25 0.1977 0.04 Q | | | V | 19+30 0.1980 0.04 Q | | | V | 19+35 0.1982 0.04 Q | | | V | 19+40 0.1985 0.03 Q | | | V | 19+45 0.1987 0.03 Q | | | V | 19+50 0.1989 0.03 Q | | | V | 19+55 0.1990 0.02 Q | | | V | 20+ 0 0.1992 0.02 Q | | | V | 20+ 5 0.1993 0.02 Q | | | V | 20+10 0.1995 0.03 Q | | | V | 20+15 0.1997 0.03 Q | | | V | 20+20 0.1999 0.03 Q | | | V | 20+25 0.2001 0.03 Q | | | V | 20+30 0.2003 0.03 Q | | | V | 20+35 0.2005 0.03 Q | | | V | 20+40 0.2007 0.03 Q | | | V | 20+45 0.2010 0.03 Q | | | V | 20+50 0.2011 0.03 Q | | | V | 20+55 0.2013 0.02 Q | | | V | 21+ 0 0.2014 0.02 Q | | | V | 21+ 5 0.2016 0.02 Q | | | V | 21+10 0.2018 0.03 Q | | | V | 21+15 0.2020 0.03 Q | | | V | 21+20 0.2022 0.03 Q | | | V| 21+25 0.2023 0.02 Q | | | V| 21+30 0.2025 0.02 Q | | | V| 21+35 0.2026 0.02 Q | | | V| 21+40 0.2028 0.03 Q | | | V| 21+45 0.2030 0.03 Q | | | V| 21+50 0.2032 0.03 Q | | | V| 21+55 0.2034 0.02 Q | | | V| 22+ 0 0.2035 0.02 Q | | | V| 22+ 5 0.2037 0.02 Q | | | V| 22+10 0.2039 0.03 Q | | | V| 22+15 0.2041 0.03 Q | | | V| 22+20 0.2042 0.03 Q | | | V| 22+25 0.2044 0.02 Q | | | V| 22+30 0.2045 0.02 Q | | | V| 22+35 0.2047 0.02 Q | | | V| 22+40 0.2048 0.02 Q | | | V| 22+45 0.2050 0.02 Q | | | V| 22+50 0.2051 0.02 Q | | | V| 22+55 0.2052 0.02 Q | | | V| 23+ 0 0.2054 0.02 Q | | | V| 23+ 5 0.2055 0.02 Q | | | V| 23+10 0.2057 0.02 Q | | | V| 23+15 0.2058 0.02 Q | | | V| 23+20 0.2059 0.02 Q | | | V| 23+25 0.2061 0.02 Q | | | V| 23+30 0.2062 0.02 Q | | | V| 23+35 0.2063 0.02 Q | | | V| 23+40 0.2065 0.02 Q | | | V| 23+45 0.2066 0.02 Q | | | V| 23+50 0.2068 0.02 Q | | | V| 23+55 0.2069 0.02 Q | | | V| 24+ 0 0.2070 0.02 Q | | | V| 24+ 5 0.2071 0.01 Q | | | V| 24+10 0.2072 0.00 Q | | | V| 24+15 0.2072 0.00 Q | | | V| 24+20 0.2072 0.00 Q | | | V| 24+25 0.2072 0.00 Q | | | V -----------------------------------------------------------------------   11    10-YEAR, 24-HOUR   1    U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/10/13 File: ARA2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH PRE-PROJECT CONDITION FN: ARA -------------------------------------------------------------------- Drainage Area = 8.90(Ac.) = 0.014 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 8.90(Ac.) = 0.014 Sq. Mi. Length along longest watercourse = 1365.00(Ft.) Length along longest watercourse measured to centroid = 404.00(Ft.) Length along longest watercourse = 0.259 Mi. Length along longest watercourse measured to centroid = 0.077 Mi. Difference in elevation = 42.00(Ft.) Slope along watercourse = 162.4615 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.062 Hr. Lag time = 3.70 Min. 25% of lag time = 0.92 Min. 40% of lag time = 1.48 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 8.90 1.80 16.02 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 8.90 5.00 44.50 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(In) Point rain (area averaged) = 3.117(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 3.116(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 8.900 78.70 0.069 Total Area Entered = 8.90(Ac.)   2    RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.7 78.7 0.259 0.069 0.243 1.000 0.243 Sum (F) = 0.243 Area averaged mean soil loss (F) (In/Hr) = 0.243 Minimum soil loss rate ((In/Hr)) = 0.122 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.845 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 135.193 29.420 2.639 2 0.167 270.387 48.004 4.306 3 0.250 405.580 12.131 1.088 4 0.333 540.773 5.377 0.482 5 0.417 675.967 2.923 0.262 6 0.500 811.160 2.146 0.192 Sum = 100.000 Sum= 8.970 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.025 ( 0.431) 0.021 0.004 2 0.17 0.07 0.025 ( 0.430) 0.021 0.004 3 0.25 0.07 0.025 ( 0.428) 0.021 0.004 4 0.33 0.10 0.037 ( 0.426) 0.032 0.006 5 0.42 0.10 0.037 ( 0.425) 0.032 0.006 6 0.50 0.10 0.037 ( 0.423) 0.032 0.006 7 0.58 0.10 0.037 ( 0.421) 0.032 0.006 8 0.67 0.10 0.037 ( 0.420) 0.032 0.006 9 0.75 0.10 0.037 ( 0.418) 0.032 0.006 10 0.83 0.13 0.050 ( 0.416) 0.042 0.008 11 0.92 0.13 0.050 ( 0.415) 0.042 0.008 12 1.00 0.13 0.050 ( 0.413) 0.042 0.008 13 1.08 0.10 0.037 ( 0.411) 0.032 0.006 14 1.17 0.10 0.037 ( 0.410) 0.032 0.006 15 1.25 0.10 0.037 ( 0.408) 0.032 0.006 16 1.33 0.10 0.037 ( 0.407) 0.032 0.006 17 1.42 0.10 0.037 ( 0.405) 0.032 0.006 18 1.50 0.10 0.037 ( 0.403) 0.032 0.006 19 1.58 0.10 0.037 ( 0.402) 0.032 0.006 20 1.67 0.10 0.037 ( 0.400) 0.032 0.006 21 1.75 0.10 0.037 ( 0.398) 0.032 0.006 22 1.83 0.13 0.050 ( 0.397) 0.042 0.008 23 1.92 0.13 0.050 ( 0.395) 0.042 0.008 24 2.00 0.13 0.050 ( 0.394) 0.042 0.008 25 2.08 0.13 0.050 ( 0.392) 0.042 0.008 26 2.17 0.13 0.050 ( 0.390) 0.042 0.008 27 2.25 0.13 0.050 ( 0.389) 0.042 0.008 28 2.33 0.13 0.050 ( 0.387) 0.042 0.008 29 2.42 0.13 0.050 ( 0.386) 0.042 0.008 30 2.50 0.13 0.050 ( 0.384) 0.042 0.008 31 2.58 0.17 0.062 ( 0.383) 0.053 0.010 32 2.67 0.17 0.062 ( 0.381) 0.053 0.010 33 2.75 0.17 0.062 ( 0.379) 0.053 0.010 34 2.83 0.17 0.062 ( 0.378) 0.053 0.010 35 2.92 0.17 0.062 ( 0.376) 0.053 0.010 36 3.00 0.17 0.062 ( 0.375) 0.053 0.010   3    37 3.08 0.17 0.062 ( 0.373) 0.053 0.010 38 3.17 0.17 0.062 ( 0.372) 0.053 0.010 39 3.25 0.17 0.062 ( 0.370) 0.053 0.010 40 3.33 0.17 0.062 ( 0.369) 0.053 0.010 41 3.42 0.17 0.062 ( 0.367) 0.053 0.010 42 3.50 0.17 0.062 ( 0.366) 0.053 0.010 43 3.58 0.17 0.062 ( 0.364) 0.053 0.010 44 3.67 0.17 0.062 ( 0.362) 0.053 0.010 45 3.75 0.17 0.062 ( 0.361) 0.053 0.010 46 3.83 0.20 0.075 ( 0.359) 0.063 0.012 47 3.92 0.20 0.075 ( 0.358) 0.063 0.012 48 4.00 0.20 0.075 ( 0.356) 0.063 0.012 49 4.08 0.20 0.075 ( 0.355) 0.063 0.012 50 4.17 0.20 0.075 ( 0.353) 0.063 0.012 51 4.25 0.20 0.075 ( 0.352) 0.063 0.012 52 4.33 0.23 0.087 ( 0.350) 0.074 0.014 53 4.42 0.23 0.087 ( 0.349) 0.074 0.014 54 4.50 0.23 0.087 ( 0.347) 0.074 0.014 55 4.58 0.23 0.087 ( 0.346) 0.074 0.014 56 4.67 0.23 0.087 ( 0.344) 0.074 0.014 57 4.75 0.23 0.087 ( 0.343) 0.074 0.014 58 4.83 0.27 0.100 ( 0.341) 0.084 0.015 59 4.92 0.27 0.100 ( 0.340) 0.084 0.015 60 5.00 0.27 0.100 ( 0.338) 0.084 0.015 61 5.08 0.20 0.075 ( 0.337) 0.063 0.012 62 5.17 0.20 0.075 ( 0.336) 0.063 0.012 63 5.25 0.20 0.075 ( 0.334) 0.063 0.012 64 5.33 0.23 0.087 ( 0.333) 0.074 0.014 65 5.42 0.23 0.087 ( 0.331) 0.074 0.014 66 5.50 0.23 0.087 ( 0.330) 0.074 0.014 67 5.58 0.27 0.100 ( 0.328) 0.084 0.015 68 5.67 0.27 0.100 ( 0.327) 0.084 0.015 69 5.75 0.27 0.100 ( 0.325) 0.084 0.015 70 5.83 0.27 0.100 ( 0.324) 0.084 0.015 71 5.92 0.27 0.100 ( 0.322) 0.084 0.015 72 6.00 0.27 0.100 ( 0.321) 0.084 0.015 73 6.08 0.30 0.112 ( 0.320) 0.095 0.017 74 6.17 0.30 0.112 ( 0.318) 0.095 0.017 75 6.25 0.30 0.112 ( 0.317) 0.095 0.017 76 6.33 0.30 0.112 ( 0.315) 0.095 0.017 77 6.42 0.30 0.112 ( 0.314) 0.095 0.017 78 6.50 0.30 0.112 ( 0.313) 0.095 0.017 79 6.58 0.33 0.125 ( 0.311) 0.105 0.019 80 6.67 0.33 0.125 ( 0.310) 0.105 0.019 81 6.75 0.33 0.125 ( 0.308) 0.105 0.019 82 6.83 0.33 0.125 ( 0.307) 0.105 0.019 83 6.92 0.33 0.125 ( 0.306) 0.105 0.019 84 7.00 0.33 0.125 ( 0.304) 0.105 0.019 85 7.08 0.33 0.125 ( 0.303) 0.105 0.019 86 7.17 0.33 0.125 ( 0.301) 0.105 0.019 87 7.25 0.33 0.125 ( 0.300) 0.105 0.019 88 7.33 0.37 0.137 ( 0.299) 0.116 0.021 89 7.42 0.37 0.137 ( 0.297) 0.116 0.021 90 7.50 0.37 0.137 ( 0.296) 0.116 0.021 91 7.58 0.40 0.150 ( 0.295) 0.126 0.023 92 7.67 0.40 0.150 ( 0.293) 0.126 0.023 93 7.75 0.40 0.150 ( 0.292) 0.126 0.023 94 7.83 0.43 0.162 ( 0.291) 0.137 0.025 95 7.92 0.43 0.162 ( 0.289) 0.137 0.025 96 8.00 0.43 0.162 ( 0.288) 0.137 0.025 97 8.08 0.50 0.187 ( 0.287) 0.158 0.029 98 8.17 0.50 0.187 ( 0.285) 0.158 0.029 99 8.25 0.50 0.187 ( 0.284) 0.158 0.029 100 8.33 0.50 0.187 ( 0.283) 0.158 0.029 101 8.42 0.50 0.187 ( 0.281) 0.158 0.029 102 8.50 0.50 0.187 ( 0.280) 0.158 0.029 103 8.58 0.53 0.199 ( 0.279) 0.168 0.031 104 8.67 0.53 0.199 ( 0.277) 0.168 0.031 105 8.75 0.53 0.199 ( 0.276) 0.168 0.031 106 8.83 0.57 0.212 ( 0.275) 0.179 0.033 107 8.92 0.57 0.212 ( 0.273) 0.179 0.033   4    108 9.00 0.57 0.212 ( 0.272) 0.179 0.033 109 9.08 0.63 0.237 ( 0.271) 0.200 0.037 110 9.17 0.63 0.237 ( 0.269) 0.200 0.037 111 9.25 0.63 0.237 ( 0.268) 0.200 0.037 112 9.33 0.67 0.249 ( 0.267) 0.211 0.039 113 9.42 0.67 0.249 ( 0.266) 0.211 0.039 114 9.50 0.67 0.249 ( 0.264) 0.211 0.039 115 9.58 0.70 0.262 ( 0.263) 0.221 0.041 116 9.67 0.70 0.262 ( 0.262) 0.221 0.041 117 9.75 0.70 0.262 ( 0.261) 0.221 0.041 118 9.83 0.73 0.274 ( 0.259) 0.232 0.043 119 9.92 0.73 0.274 ( 0.258) 0.232 0.043 120 10.00 0.73 0.274 ( 0.257) 0.232 0.043 121 10.08 0.50 0.187 ( 0.256) 0.158 0.029 122 10.17 0.50 0.187 ( 0.254) 0.158 0.029 123 10.25 0.50 0.187 ( 0.253) 0.158 0.029 124 10.33 0.50 0.187 ( 0.252) 0.158 0.029 125 10.42 0.50 0.187 ( 0.251) 0.158 0.029 126 10.50 0.50 0.187 ( 0.249) 0.158 0.029 127 10.58 0.67 0.249 ( 0.248) 0.211 0.039 128 10.67 0.67 0.249 ( 0.247) 0.211 0.039 129 10.75 0.67 0.249 ( 0.246) 0.211 0.039 130 10.83 0.67 0.249 ( 0.245) 0.211 0.039 131 10.92 0.67 0.249 ( 0.243) 0.211 0.039 132 11.00 0.67 0.249 ( 0.242) 0.211 0.039 133 11.08 0.63 0.237 ( 0.241) 0.200 0.037 134 11.17 0.63 0.237 ( 0.240) 0.200 0.037 135 11.25 0.63 0.237 ( 0.239) 0.200 0.037 136 11.33 0.63 0.237 ( 0.237) 0.200 0.037 137 11.42 0.63 0.237 ( 0.236) 0.200 0.037 138 11.50 0.63 0.237 ( 0.235) 0.200 0.037 139 11.58 0.57 0.212 ( 0.234) 0.179 0.033 140 11.67 0.57 0.212 ( 0.233) 0.179 0.033 141 11.75 0.57 0.212 ( 0.232) 0.179 0.033 142 11.83 0.60 0.224 ( 0.230) 0.190 0.035 143 11.92 0.60 0.224 ( 0.229) 0.190 0.035 144 12.00 0.60 0.224 ( 0.228) 0.190 0.035 145 12.08 0.83 0.312 0.227 ( 0.263) 0.085 146 12.17 0.83 0.312 0.226 ( 0.263) 0.086 147 12.25 0.83 0.312 0.225 ( 0.263) 0.087 148 12.33 0.87 0.324 0.224 ( 0.274) 0.100 149 12.42 0.87 0.324 0.223 ( 0.274) 0.102 150 12.50 0.87 0.324 0.221 ( 0.274) 0.103 151 12.58 0.93 0.349 0.220 ( 0.295) 0.129 152 12.67 0.93 0.349 0.219 ( 0.295) 0.130 153 12.75 0.93 0.349 0.218 ( 0.295) 0.131 154 12.83 0.97 0.362 0.217 ( 0.305) 0.145 155 12.92 0.97 0.362 0.216 ( 0.305) 0.146 156 13.00 0.97 0.362 0.215 ( 0.305) 0.147 157 13.08 1.13 0.424 0.214 ( 0.358) 0.210 158 13.17 1.13 0.424 0.213 ( 0.358) 0.211 159 13.25 1.13 0.424 0.212 ( 0.358) 0.212 160 13.33 1.13 0.424 0.210 ( 0.358) 0.213 161 13.42 1.13 0.424 0.209 ( 0.358) 0.214 162 13.50 1.13 0.424 0.208 ( 0.358) 0.216 163 13.58 0.77 0.287 0.207 ( 0.242) 0.079 164 13.67 0.77 0.287 0.206 ( 0.242) 0.080 165 13.75 0.77 0.287 0.205 ( 0.242) 0.082 166 13.83 0.77 0.287 0.204 ( 0.242) 0.083 167 13.92 0.77 0.287 0.203 ( 0.242) 0.084 168 14.00 0.77 0.287 0.202 ( 0.242) 0.085 169 14.08 0.90 0.337 0.201 ( 0.284) 0.136 170 14.17 0.90 0.337 0.200 ( 0.284) 0.137 171 14.25 0.90 0.337 0.199 ( 0.284) 0.138 172 14.33 0.87 0.324 0.198 ( 0.274) 0.126 173 14.42 0.87 0.324 0.197 ( 0.274) 0.127 174 14.50 0.87 0.324 0.196 ( 0.274) 0.128 175 14.58 0.87 0.324 0.195 ( 0.274) 0.129 176 14.67 0.87 0.324 0.194 ( 0.274) 0.130 177 14.75 0.87 0.324 0.193 ( 0.274) 0.131 178 14.83 0.83 0.312 0.192 ( 0.263) 0.120   5    179 14.92 0.83 0.312 0.191 ( 0.263) 0.121 180 15.00 0.83 0.312 0.190 ( 0.263) 0.122 181 15.08 0.80 0.299 0.189 ( 0.253) 0.110 182 15.17 0.80 0.299 0.188 ( 0.253) 0.111 183 15.25 0.80 0.299 0.187 ( 0.253) 0.112 184 15.33 0.77 0.287 0.186 ( 0.242) 0.101 185 15.42 0.77 0.287 0.185 ( 0.242) 0.102 186 15.50 0.77 0.287 0.184 ( 0.242) 0.103 187 15.58 0.63 0.237 0.183 ( 0.200) 0.054 188 15.67 0.63 0.237 0.182 ( 0.200) 0.055 189 15.75 0.63 0.237 0.181 ( 0.200) 0.055 190 15.83 0.63 0.237 0.180 ( 0.200) 0.056 191 15.92 0.63 0.237 0.180 ( 0.200) 0.057 192 16.00 0.63 0.237 0.179 ( 0.200) 0.058 193 16.08 0.13 0.050 ( 0.178) 0.042 0.008 194 16.17 0.13 0.050 ( 0.177) 0.042 0.008 195 16.25 0.13 0.050 ( 0.176) 0.042 0.008 196 16.33 0.13 0.050 ( 0.175) 0.042 0.008 197 16.42 0.13 0.050 ( 0.174) 0.042 0.008 198 16.50 0.13 0.050 ( 0.173) 0.042 0.008 199 16.58 0.10 0.037 ( 0.172) 0.032 0.006 200 16.67 0.10 0.037 ( 0.171) 0.032 0.006 201 16.75 0.10 0.037 ( 0.171) 0.032 0.006 202 16.83 0.10 0.037 ( 0.170) 0.032 0.006 203 16.92 0.10 0.037 ( 0.169) 0.032 0.006 204 17.00 0.10 0.037 ( 0.168) 0.032 0.006 205 17.08 0.17 0.062 ( 0.167) 0.053 0.010 206 17.17 0.17 0.062 ( 0.166) 0.053 0.010 207 17.25 0.17 0.062 ( 0.165) 0.053 0.010 208 17.33 0.17 0.062 ( 0.165) 0.053 0.010 209 17.42 0.17 0.062 ( 0.164) 0.053 0.010 210 17.50 0.17 0.062 ( 0.163) 0.053 0.010 211 17.58 0.17 0.062 ( 0.162) 0.053 0.010 212 17.67 0.17 0.062 ( 0.161) 0.053 0.010 213 17.75 0.17 0.062 ( 0.161) 0.053 0.010 214 17.83 0.13 0.050 ( 0.160) 0.042 0.008 215 17.92 0.13 0.050 ( 0.159) 0.042 0.008 216 18.00 0.13 0.050 ( 0.158) 0.042 0.008 217 18.08 0.13 0.050 ( 0.157) 0.042 0.008 218 18.17 0.13 0.050 ( 0.157) 0.042 0.008 219 18.25 0.13 0.050 ( 0.156) 0.042 0.008 220 18.33 0.13 0.050 ( 0.155) 0.042 0.008 221 18.42 0.13 0.050 ( 0.154) 0.042 0.008 222 18.50 0.13 0.050 ( 0.154) 0.042 0.008 223 18.58 0.10 0.037 ( 0.153) 0.032 0.006 224 18.67 0.10 0.037 ( 0.152) 0.032 0.006 225 18.75 0.10 0.037 ( 0.151) 0.032 0.006 226 18.83 0.07 0.025 ( 0.151) 0.021 0.004 227 18.92 0.07 0.025 ( 0.150) 0.021 0.004 228 19.00 0.07 0.025 ( 0.149) 0.021 0.004 229 19.08 0.10 0.037 ( 0.149) 0.032 0.006 230 19.17 0.10 0.037 ( 0.148) 0.032 0.006 231 19.25 0.10 0.037 ( 0.147) 0.032 0.006 232 19.33 0.13 0.050 ( 0.146) 0.042 0.008 233 19.42 0.13 0.050 ( 0.146) 0.042 0.008 234 19.50 0.13 0.050 ( 0.145) 0.042 0.008 235 19.58 0.10 0.037 ( 0.144) 0.032 0.006 236 19.67 0.10 0.037 ( 0.144) 0.032 0.006 237 19.75 0.10 0.037 ( 0.143) 0.032 0.006 238 19.83 0.07 0.025 ( 0.143) 0.021 0.004 239 19.92 0.07 0.025 ( 0.142) 0.021 0.004 240 20.00 0.07 0.025 ( 0.141) 0.021 0.004 241 20.08 0.10 0.037 ( 0.141) 0.032 0.006 242 20.17 0.10 0.037 ( 0.140) 0.032 0.006 243 20.25 0.10 0.037 ( 0.139) 0.032 0.006 244 20.33 0.10 0.037 ( 0.139) 0.032 0.006 245 20.42 0.10 0.037 ( 0.138) 0.032 0.006 246 20.50 0.10 0.037 ( 0.138) 0.032 0.006 247 20.58 0.10 0.037 ( 0.137) 0.032 0.006 248 20.67 0.10 0.037 ( 0.136) 0.032 0.006 249 20.75 0.10 0.037 ( 0.136) 0.032 0.006   6    250 20.83 0.07 0.025 ( 0.135) 0.021 0.004 251 20.92 0.07 0.025 ( 0.135) 0.021 0.004 252 21.00 0.07 0.025 ( 0.134) 0.021 0.004 253 21.08 0.10 0.037 ( 0.134) 0.032 0.006 254 21.17 0.10 0.037 ( 0.133) 0.032 0.006 255 21.25 0.10 0.037 ( 0.133) 0.032 0.006 256 21.33 0.07 0.025 ( 0.132) 0.021 0.004 257 21.42 0.07 0.025 ( 0.132) 0.021 0.004 258 21.50 0.07 0.025 ( 0.131) 0.021 0.004 259 21.58 0.10 0.037 ( 0.131) 0.032 0.006 260 21.67 0.10 0.037 ( 0.130) 0.032 0.006 261 21.75 0.10 0.037 ( 0.130) 0.032 0.006 262 21.83 0.07 0.025 ( 0.129) 0.021 0.004 263 21.92 0.07 0.025 ( 0.129) 0.021 0.004 264 22.00 0.07 0.025 ( 0.128) 0.021 0.004 265 22.08 0.10 0.037 ( 0.128) 0.032 0.006 266 22.17 0.10 0.037 ( 0.128) 0.032 0.006 267 22.25 0.10 0.037 ( 0.127) 0.032 0.006 268 22.33 0.07 0.025 ( 0.127) 0.021 0.004 269 22.42 0.07 0.025 ( 0.126) 0.021 0.004 270 22.50 0.07 0.025 ( 0.126) 0.021 0.004 271 22.58 0.07 0.025 ( 0.126) 0.021 0.004 272 22.67 0.07 0.025 ( 0.125) 0.021 0.004 273 22.75 0.07 0.025 ( 0.125) 0.021 0.004 274 22.83 0.07 0.025 ( 0.125) 0.021 0.004 275 22.92 0.07 0.025 ( 0.124) 0.021 0.004 276 23.00 0.07 0.025 ( 0.124) 0.021 0.004 277 23.08 0.07 0.025 ( 0.124) 0.021 0.004 278 23.17 0.07 0.025 ( 0.123) 0.021 0.004 279 23.25 0.07 0.025 ( 0.123) 0.021 0.004 280 23.33 0.07 0.025 ( 0.123) 0.021 0.004 281 23.42 0.07 0.025 ( 0.123) 0.021 0.004 282 23.50 0.07 0.025 ( 0.122) 0.021 0.004 283 23.58 0.07 0.025 ( 0.122) 0.021 0.004 284 23.67 0.07 0.025 ( 0.122) 0.021 0.004 285 23.75 0.07 0.025 ( 0.122) 0.021 0.004 286 23.83 0.07 0.025 ( 0.122) 0.021 0.004 287 23.92 0.07 0.025 ( 0.122) 0.021 0.004 288 24.00 0.07 0.025 ( 0.122) 0.021 0.004 (Loss Rate Not Used) Sum = 100.0 Sum = 9.1 Flood volume = Effective rainfall 0.76(In) times area 8.9(Ac.)/[(In)/(Ft.)] = 0.6(Ac.Ft) Total soil loss = 2.36(In) Total soil loss = 1.749(Ac.Ft) Total rainfall = 3.12(In) Flood volume = 24482.8 Cubic Feet Total soil loss = 76200.4 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.923(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q | | | | 0+10 0.0003 0.03 Q | | | | 0+15 0.0005 0.03 Q | | | | 0+20 0.0007 0.04 Q | | | | 0+25 0.0011 0.05 Q | | | | 0+30 0.0014 0.05 Q | | | | 0+35 0.0018 0.05 Q | | | | 0+40 0.0021 0.05 Q | | | | 0+45 0.0025 0.05 Q | | | | 0+50 0.0029 0.06 Q | | | | 0+55 0.0033 0.07 Q | | | |   7    1+ 0 0.0038 0.07 Q | | | | 1+ 5 0.0042 0.06 Q | | | | 1+10 0.0046 0.06 Q | | | | 1+15 0.0050 0.05 Q | | | | 1+20 0.0053 0.05 Q | | | | 1+25 0.0057 0.05 Q | | | | 1+30 0.0061 0.05 Q | | | | 1+35 0.0064 0.05 Q | | | | 1+40 0.0068 0.05 Q | | | | 1+45 0.0071 0.05 Q | | | | 1+50 0.0075 0.06 Q | | | | 1+55 0.0080 0.07 Q | | | | 2+ 0 0.0084 0.07 Q | | | | 2+ 5 0.0089 0.07 Q | | | | 2+10 0.0094 0.07 Q | | | | 2+15 0.0099 0.07 Q | | | | 2+20 0.0104 0.07 Q | | | | 2+25 0.0108 0.07 Q | | | | 2+30 0.0113 0.07 Q | | | | 2+35 0.0118 0.07 Q | | | | 2+40 0.0124 0.08 Q | | | | 2+45 0.0130 0.08 Q | | | | 2+50 0.0136 0.09 Q | | | | 2+55 0.0142 0.09 QV | | | | 3+ 0 0.0148 0.09 QV | | | | 3+ 5 0.0154 0.09 QV | | | | 3+10 0.0160 0.09 QV | | | | 3+15 0.0166 0.09 QV | | | | 3+20 0.0172 0.09 QV | | | | 3+25 0.0178 0.09 QV | | | | 3+30 0.0183 0.09 QV | | | | 3+35 0.0189 0.09 QV | | | | 3+40 0.0195 0.09 QV | | | | 3+45 0.0201 0.09 QV | | | | 3+50 0.0208 0.09 QV | | | | 3+55 0.0215 0.10 QV | | | | 4+ 0 0.0222 0.10 QV | | | | 4+ 5 0.0229 0.10 QV | | | | 4+10 0.0236 0.10 QV | | | | 4+15 0.0243 0.10 QV | | | | 4+20 0.0251 0.11 QV | | | | 4+25 0.0259 0.12 QV | | | | 4+30 0.0267 0.12 QV | | | | 4+35 0.0275 0.12 QV | | | | 4+40 0.0284 0.12 Q V | | | | 4+45 0.0292 0.12 Q V | | | | 4+50 0.0301 0.13 Q V | | | | 4+55 0.0310 0.13 Q V | | | | 5+ 0 0.0320 0.14 Q V | | | | 5+ 5 0.0328 0.13 Q V | | | | 5+10 0.0336 0.11 Q V | | | | 5+15 0.0343 0.11 Q V | | | | 5+20 0.0351 0.11 Q V | | | | 5+25 0.0359 0.12 Q V | | | | 5+30 0.0367 0.12 Q V | | | | 5+35 0.0376 0.13 Q V | | | | 5+40 0.0385 0.13 Q V | | | | 5+45 0.0395 0.14 Q V | | | | 5+50 0.0404 0.14 Q V | | | | 5+55 0.0414 0.14 Q V | | | | 6+ 0 0.0423 0.14 Q V | | | | 6+ 5 0.0433 0.14 Q V | | | | 6+10 0.0444 0.15 Q V | | | | 6+15 0.0455 0.15 Q V | | | | 6+20 0.0465 0.16 Q V | | | | 6+25 0.0476 0.16 Q V | | | | 6+30 0.0487 0.16 Q V | | | | 6+35 0.0498 0.16 Q V | | | | 6+40 0.0510 0.17 Q V | | | | 6+45 0.0521 0.17 Q V | | | | 6+50 0.0533 0.17 Q V | | | |   8    6+55 0.0545 0.17 Q V | | | | 7+ 0 0.0557 0.17 Q V | | | | 7+ 5 0.0569 0.17 Q V | | | | 7+10 0.0581 0.17 Q V | | | | 7+15 0.0593 0.17 Q V | | | | 7+20 0.0605 0.18 Q V | | | | 7+25 0.0618 0.19 Q V | | | | 7+30 0.0631 0.19 Q V | | | | 7+35 0.0645 0.20 Q V | | | | 7+40 0.0659 0.20 Q V | | | | 7+45 0.0673 0.21 Q V | | | | 7+50 0.0688 0.21 Q V | | | | 7+55 0.0703 0.22 Q V | | | | 8+ 0 0.0718 0.22 Q V | | | | 8+ 5 0.0734 0.24 Q V | | | | 8+10 0.0752 0.25 |Q V | | | | 8+15 0.0769 0.26 |Q V | | | | 8+20 0.0787 0.26 |Q V | | | | 8+25 0.0805 0.26 |Q V | | | | 8+30 0.0823 0.26 |Q V | | | | 8+35 0.0841 0.27 |Q V | | | | 8+40 0.0860 0.27 |Q V | | | | 8+45 0.0879 0.28 |Q V | | | | 8+50 0.0899 0.28 |Q V | | | | 8+55 0.0919 0.29 |Q V | | | | 9+ 0 0.0939 0.29 |Q V | | | | 9+ 5 0.0960 0.30 |Q V | | | | 9+10 0.0982 0.32 |Q V | | | | 9+15 0.1005 0.33 |Q V | | | | 9+20 0.1027 0.33 |Q V | | | | 9+25 0.1051 0.34 |Q V | | | | 9+30 0.1075 0.35 |Q V | | | | 9+35 0.1099 0.35 |Q V | | | | 9+40 0.1124 0.36 |Q V | | | | 9+45 0.1149 0.36 |Q V | | | | 9+50 0.1174 0.37 |Q V | | | | 9+55 0.1200 0.38 |Q V | | | | 10+ 0 0.1226 0.38 |Q V | | | | 10+ 5 0.1250 0.35 |Q V | | | | 10+10 0.1270 0.29 |Q V| | | | 10+15 0.1289 0.27 |Q V| | | | 10+20 0.1307 0.27 |Q V| | | | 10+25 0.1325 0.26 |Q V| | | | 10+30 0.1343 0.26 |Q V| | | | 10+35 0.1363 0.29 |Q V| | | | 10+40 0.1386 0.33 |Q V| | | | 10+45 0.1409 0.34 |Q V | | | 10+50 0.1432 0.34 |Q V | | | 10+55 0.1456 0.35 |Q V | | | 11+ 0 0.1480 0.35 |Q V | | | 11+ 5 0.1504 0.34 |Q V | | | 11+10 0.1527 0.33 |Q V | | | 11+15 0.1550 0.33 |Q |V | | | 11+20 0.1572 0.33 |Q |V | | | 11+25 0.1595 0.33 |Q |V | | | 11+30 0.1618 0.33 |Q |V | | | 11+35 0.1640 0.32 |Q |V | | | 11+40 0.1661 0.30 |Q |V | | | 11+45 0.1681 0.30 |Q |V | | | 11+50 0.1702 0.30 |Q | V | | | 11+55 0.1723 0.31 |Q | V | | | 12+ 0 0.1745 0.31 |Q | V | | | 12+ 5 0.1775 0.44 |Q | V | | | 12+10 0.1821 0.66 | Q | V | | | 12+15 0.1871 0.72 | Q | V | | | 12+20 0.1925 0.79 | Q | V | | | 12+25 0.1985 0.87 | Q | V | | | 12+30 0.2046 0.90 | Q | V | | | 12+35 0.2114 0.98 | Q | V | | | 12+40 0.2190 1.10 | Q | V | | | 12+45 0.2268 1.14 | Q | V | | |   9    12+50 0.2351 1.20 | Q | V | | | 12+55 0.2438 1.27 | Q | V | | | 13+ 0 0.2527 1.29 | Q | V | | | 13+ 5 0.2629 1.47 | Q | V | | | 13+10 0.2750 1.76 | Q | V| | | 13+15 0.2876 1.84 | Q | V | | 13+20 0.3005 1.88 | Q | |V | | 13+25 0.3136 1.90 | Q | | V | | 13+30 0.3269 1.92 | Q | | V | | 13+35 0.3377 1.57 | Q | | V | | 13+40 0.3445 0.99 | Q | | V | | 13+45 0.3504 0.85 | Q | | V | | 13+50 0.3558 0.79 | Q | | V | | 13+55 0.3611 0.77 | Q | | V | | 14+ 0 0.3663 0.75 | Q | | V | | 14+ 5 0.3724 0.89 | Q | | V | | 14+10 0.3801 1.11 | Q | | V | | 14+15 0.3882 1.18 | Q | | V | | 14+20 0.3963 1.18 | Q | | V | | 14+25 0.4042 1.15 | Q | | V | | 14+30 0.4121 1.15 | Q | | V| | 14+35 0.4201 1.16 | Q | | V| | 14+40 0.4281 1.16 | Q | | V | 14+45 0.4361 1.17 | Q | | |V | 14+50 0.4440 1.14 | Q | | |V | 14+55 0.4516 1.10 | Q | | | V | 15+ 0 0.4591 1.09 | Q | | | V | 15+ 5 0.4664 1.06 | Q | | | V | 15+10 0.4734 1.02 | Q | | | V | 15+15 0.4803 1.01 | Q | | | V | 15+20 0.4871 0.98 | Q | | | V | 15+25 0.4935 0.93 | Q | | | V | 15+30 0.4998 0.92 | Q | | | V | 15+35 0.5053 0.79 | Q | | | V | 15+40 0.5093 0.58 | Q | | | V | 15+45 0.5130 0.54 | Q | | | V | 15+50 0.5166 0.52 | Q | | | V | 15+55 0.5201 0.51 | Q | | | V | 16+ 0 0.5237 0.51 | Q | | | V | 16+ 5 0.5263 0.39 |Q | | | V | 16+10 0.5275 0.17 Q | | | V | 16+15 0.5283 0.12 Q | | | V | 16+20 0.5289 0.09 Q | | | V | 16+25 0.5295 0.08 Q | | | V | 16+30 0.5299 0.07 Q | | | V | 16+35 0.5304 0.06 Q | | | V | 16+40 0.5308 0.06 Q | | | V | 16+45 0.5311 0.05 Q | | | V | 16+50 0.5315 0.05 Q | | | V | 16+55 0.5319 0.05 Q | | | V | 17+ 0 0.5322 0.05 Q | | | V | 17+ 5 0.5327 0.06 Q | | | V | 17+10 0.5332 0.08 Q | | | V | 17+15 0.5338 0.08 Q | | | V | 17+20 0.5344 0.09 Q | | | V | 17+25 0.5350 0.09 Q | | | V | 17+30 0.5356 0.09 Q | | | V | 17+35 0.5362 0.09 Q | | | V | 17+40 0.5368 0.09 Q | | | V | 17+45 0.5373 0.09 Q | | | V | 17+50 0.5379 0.08 Q | | | V | 17+55 0.5384 0.07 Q | | | V | 18+ 0 0.5389 0.07 Q | | | V | 18+ 5 0.5394 0.07 Q | | | V | 18+10 0.5399 0.07 Q | | | V | 18+15 0.5404 0.07 Q | | | V | 18+20 0.5408 0.07 Q | | | V | 18+25 0.5413 0.07 Q | | | V | 18+30 0.5418 0.07 Q | | | V | 18+35 0.5422 0.06 Q | | | V | 18+40 0.5426 0.06 Q | | | V |   10    18+45 0.5430 0.05 Q | | | V | 18+50 0.5433 0.05 Q | | | V | 18+55 0.5436 0.04 Q | | | V | 19+ 0 0.5438 0.04 Q | | | V | 19+ 5 0.5441 0.04 Q | | | V | 19+10 0.5445 0.05 Q | | | V | 19+15 0.5448 0.05 Q | | | V | 19+20 0.5452 0.06 Q | | | V | 19+25 0.5456 0.07 Q | | | V | 19+30 0.5461 0.07 Q | | | V | 19+35 0.5465 0.06 Q | | | V | 19+40 0.5469 0.06 Q | | | V | 19+45 0.5473 0.05 Q | | | V | 19+50 0.5476 0.05 Q | | | V | 19+55 0.5479 0.04 Q | | | V | 20+ 0 0.5481 0.04 Q | | | V| 20+ 5 0.5484 0.04 Q | | | V| 20+10 0.5488 0.05 Q | | | V| 20+15 0.5491 0.05 Q | | | V| 20+20 0.5495 0.05 Q | | | V| 20+25 0.5498 0.05 Q | | | V| 20+30 0.5502 0.05 Q | | | V| 20+35 0.5505 0.05 Q | | | V| 20+40 0.5509 0.05 Q | | | V| 20+45 0.5512 0.05 Q | | | V| 20+50 0.5516 0.05 Q | | | V| 20+55 0.5518 0.04 Q | | | V| 21+ 0 0.5521 0.04 Q | | | V| 21+ 5 0.5524 0.04 Q | | | V| 21+10 0.5527 0.05 Q | | | V| 21+15 0.5530 0.05 Q | | | V| 21+20 0.5534 0.05 Q | | | V| 21+25 0.5536 0.04 Q | | | V| 21+30 0.5539 0.04 Q | | | V| 21+35 0.5542 0.04 Q | | | V| 21+40 0.5545 0.05 Q | | | V| 21+45 0.5548 0.05 Q | | | V| 21+50 0.5552 0.05 Q | | | V| 21+55 0.5554 0.04 Q | | | V| 22+ 0 0.5557 0.04 Q | | | V| 22+ 5 0.5560 0.04 Q | | | V| 22+10 0.5563 0.05 Q | | | V| 22+15 0.5566 0.05 Q | | | V| 22+20 0.5570 0.05 Q | | | V| 22+25 0.5572 0.04 Q | | | V| 22+30 0.5575 0.04 Q | | | V| 22+35 0.5577 0.04 Q | | | V| 22+40 0.5580 0.04 Q | | | V| 22+45 0.5582 0.03 Q | | | V| 22+50 0.5584 0.03 Q | | | V| 22+55 0.5587 0.03 Q | | | V| 23+ 0 0.5589 0.03 Q | | | V| 23+ 5 0.5592 0.03 Q | | | V| 23+10 0.5594 0.03 Q | | | V| 23+15 0.5596 0.03 Q | | | V| 23+20 0.5599 0.03 Q | | | V| 23+25 0.5601 0.03 Q | | | V| 23+30 0.5603 0.03 Q | | | V| 23+35 0.5606 0.03 Q | | | V| 23+40 0.5608 0.03 Q | | | V| 23+45 0.5611 0.03 Q | | | V| 23+50 0.5613 0.03 Q | | | V| 23+55 0.5615 0.03 Q | | | V| 24+ 0 0.5618 0.03 Q | | | V| 24+ 5 0.5620 0.02 Q | | | V| 24+10 0.5620 0.01 Q | | | V| 24+15 0.5620 0.00 Q | | | V| 24+20 0.5620 0.00 Q | | | V| 24+25 0.5620 0.00 Q | | | V -----------------------------------------------------------------------   11    100-YEAR, 1-HOUR   1    U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 11/21/13 File: ARA1100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH PRE-PROJECT CONDITION FN: ARA -------------------------------------------------------------------- Drainage Area = 8.90(Ac.) = 0.014 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 8.90(Ac.) = 0.014 Sq. Mi. Length along longest watercourse = 1365.00(Ft.) Length along longest watercourse measured to centroid = 404.00(Ft.) Length along longest watercourse = 0.259 Mi. Length along longest watercourse measured to centroid = 0.077 Mi. Difference in elevation = 42.00(Ft.) Slope along watercourse = 162.4615 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.062 Hr. Lag time = 3.70 Min. 25% of lag time = 0.92 Min. 40% of lag time = 1.48 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 8.90 1.80 16.02 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 8.90 1.30 11.57 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 1.300(In) Point rain (area averaged) = 1.300(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 1.300(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 8.900 78.70 0.069 Total Area Entered = 8.90(Ac.)   2    RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.7 78.7 0.259 0.069 0.243 1.000 0.243 Sum (F) = 0.243 Area averaged mean soil loss (F) (In/Hr) = 0.243 Minimum soil loss rate ((In/Hr)) = 0.122 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.845 --------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5500 ---------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 135.193 29.420 2.639 2 0.167 270.387 48.004 4.306 3 0.250 405.580 12.131 1.088 4 0.333 540.773 5.377 0.482 5 0.417 675.967 2.923 0.262 6 0.500 811.160 2.146 0.192 Sum = 100.000 Sum= 8.970 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 3.30 0.515 0.243 ( 0.435) 0.272 2 0.17 4.20 0.655 0.243 ( 0.553) 0.412 3 0.25 4.40 0.686 0.243 ( 0.580) 0.443 4 0.33 4.80 0.749 0.243 ( 0.633) 0.506 5 0.42 5.20 0.811 0.243 ( 0.685) 0.568 6 0.50 6.20 0.967 0.243 ( 0.817) 0.724 7 0.58 6.80 1.061 0.243 ( 0.896) 0.817 8 0.67 8.80 1.373 0.243 ( 1.160) 1.129 9 0.75 13.90 2.168 0.243 ( 1.832) 1.925 10 0.83 31.40 4.898 0.243 ( 4.138) 4.655 11 0.92 7.20 1.123 0.243 ( 0.949) 0.880 12 1.00 3.80 0.593 0.243 ( 0.501) 0.350 (Loss Rate Not Used) Sum = 100.0 Sum = 12.7 Flood volume = Effective rainfall 1.06(In) times area 8.9(Ac.)/[(In)/(Ft.)] = 0.8(Ac.Ft) Total soil loss = 0.24(In) Total soil loss = 0.180(Ac.Ft) Total rainfall = 1.30(In) Flood volume = 34137.5 Cubic Feet Total soil loss = 7858.2 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 25.370(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0049 0.72 Q | | | |   3    0+10 0.0205 2.26 |V Q | | | | 0+15 0.0428 3.24 | V Q | | | | 0+20 0.0691 3.82 | V Q | | | | 0+25 0.0996 4.43 | Q | | | | 0+30 0.1360 5.28 | VQ | | | | 0+35 0.1796 6.33 | QV| | | | 0+40 0.2332 7.78 | QV | | | 0+45 0.3120 11.43 | | Q | | | 0+50 0.4670 22.51 | | | V Q | 0+55 0.6417 25.37 | | | | VQ | 1+ 0 0.7186 11.16 | | Q | | V | 1+ 5 0.7560 5.43 | Q | | | V | 1+10 0.7725 2.40 | Q | | | V| 1+15 0.7814 1.30 |Q | | | V| 1+20 0.7832 0.26 Q | | | V| 1+25 0.7837 0.07 Q | | | V| ----------------------------------------------------------------------- APPENDIX D: POST-PROJECT UNIT HYDROGRAPH ANALYSES APPENDIX D.1: UNIT HYDROGRAPH ANALYSES, AREA “A” 2-YEAR, 24-HOUR   1    U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/10/13 File: ARA242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH FOR ONSITE AREA POST-PROJECT CONDITION FN: ARA -------------------------------------------------------------------- Drainage Area = 6.50(Ac.) = 0.010 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 6.50(Ac.) = 0.010 Sq. Mi. Length along longest watercourse = 1090.00(Ft.) Length along longest watercourse measured to centroid = 318.00(Ft.) Length along longest watercourse = 0.206 Mi. Length along longest watercourse measured to centroid = 0.060 Mi. Difference in elevation = 47.00(Ft.) Slope along watercourse = 227.6697 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.024 Hr. Lag time = 1.45 Min. 25% of lag time = 0.36 Min. 40% of lag time = 0.58 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.50 1.80 11.70 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.50 5.00 32.50 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.800(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 6.500 66.20 0.280 Total Area Entered = 6.50(Ac.)   2    RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 66.2 46.4 0.607 0.280 0.454 1.000 0.454 Sum (F) = 0.454 Area averaged mean soil loss (F) (In/Hr) = 0.454 Minimum soil loss rate ((In/Hr)) = 0.227 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.676 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 343.923 60.784 3.982 2 0.167 687.847 34.830 2.282 3 0.250 1031.770 4.386 0.287 Sum = 100.000 Sum= 6.551 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.014 ( 0.805) 0.010 0.005 2 0.17 0.07 0.014 ( 0.802) 0.010 0.005 3 0.25 0.07 0.014 ( 0.799) 0.010 0.005 4 0.33 0.10 0.022 ( 0.795) 0.015 0.007 5 0.42 0.10 0.022 ( 0.792) 0.015 0.007 6 0.50 0.10 0.022 ( 0.789) 0.015 0.007 7 0.58 0.10 0.022 ( 0.786) 0.015 0.007 8 0.67 0.10 0.022 ( 0.783) 0.015 0.007 9 0.75 0.10 0.022 ( 0.780) 0.015 0.007 10 0.83 0.13 0.029 ( 0.777) 0.019 0.009 11 0.92 0.13 0.029 ( 0.774) 0.019 0.009 12 1.00 0.13 0.029 ( 0.771) 0.019 0.009 13 1.08 0.10 0.022 ( 0.768) 0.015 0.007 14 1.17 0.10 0.022 ( 0.765) 0.015 0.007 15 1.25 0.10 0.022 ( 0.762) 0.015 0.007 16 1.33 0.10 0.022 ( 0.759) 0.015 0.007 17 1.42 0.10 0.022 ( 0.756) 0.015 0.007 18 1.50 0.10 0.022 ( 0.753) 0.015 0.007 19 1.58 0.10 0.022 ( 0.750) 0.015 0.007 20 1.67 0.10 0.022 ( 0.747) 0.015 0.007 21 1.75 0.10 0.022 ( 0.744) 0.015 0.007 22 1.83 0.13 0.029 ( 0.741) 0.019 0.009 23 1.92 0.13 0.029 ( 0.738) 0.019 0.009 24 2.00 0.13 0.029 ( 0.735) 0.019 0.009 25 2.08 0.13 0.029 ( 0.732) 0.019 0.009 26 2.17 0.13 0.029 ( 0.729) 0.019 0.009 27 2.25 0.13 0.029 ( 0.726) 0.019 0.009 28 2.33 0.13 0.029 ( 0.723) 0.019 0.009 29 2.42 0.13 0.029 ( 0.720) 0.019 0.009 30 2.50 0.13 0.029 ( 0.717) 0.019 0.009 31 2.58 0.17 0.036 ( 0.714) 0.024 0.012 32 2.67 0.17 0.036 ( 0.711) 0.024 0.012 33 2.75 0.17 0.036 ( 0.708) 0.024 0.012 34 2.83 0.17 0.036 ( 0.705) 0.024 0.012 35 2.92 0.17 0.036 ( 0.702) 0.024 0.012 36 3.00 0.17 0.036 ( 0.699) 0.024 0.012 37 3.08 0.17 0.036 ( 0.697) 0.024 0.012 38 3.17 0.17 0.036 ( 0.694) 0.024 0.012 39 3.25 0.17 0.036 ( 0.691) 0.024 0.012   3    40 3.33 0.17 0.036 ( 0.688) 0.024 0.012 41 3.42 0.17 0.036 ( 0.685) 0.024 0.012 42 3.50 0.17 0.036 ( 0.682) 0.024 0.012 43 3.58 0.17 0.036 ( 0.679) 0.024 0.012 44 3.67 0.17 0.036 ( 0.676) 0.024 0.012 45 3.75 0.17 0.036 ( 0.674) 0.024 0.012 46 3.83 0.20 0.043 ( 0.671) 0.029 0.014 47 3.92 0.20 0.043 ( 0.668) 0.029 0.014 48 4.00 0.20 0.043 ( 0.665) 0.029 0.014 49 4.08 0.20 0.043 ( 0.662) 0.029 0.014 50 4.17 0.20 0.043 ( 0.659) 0.029 0.014 51 4.25 0.20 0.043 ( 0.657) 0.029 0.014 52 4.33 0.23 0.050 ( 0.654) 0.034 0.016 53 4.42 0.23 0.050 ( 0.651) 0.034 0.016 54 4.50 0.23 0.050 ( 0.648) 0.034 0.016 55 4.58 0.23 0.050 ( 0.645) 0.034 0.016 56 4.67 0.23 0.050 ( 0.643) 0.034 0.016 57 4.75 0.23 0.050 ( 0.640) 0.034 0.016 58 4.83 0.27 0.058 ( 0.637) 0.039 0.019 59 4.92 0.27 0.058 ( 0.634) 0.039 0.019 60 5.00 0.27 0.058 ( 0.632) 0.039 0.019 61 5.08 0.20 0.043 ( 0.629) 0.029 0.014 62 5.17 0.20 0.043 ( 0.626) 0.029 0.014 63 5.25 0.20 0.043 ( 0.623) 0.029 0.014 64 5.33 0.23 0.050 ( 0.621) 0.034 0.016 65 5.42 0.23 0.050 ( 0.618) 0.034 0.016 66 5.50 0.23 0.050 ( 0.615) 0.034 0.016 67 5.58 0.27 0.058 ( 0.613) 0.039 0.019 68 5.67 0.27 0.058 ( 0.610) 0.039 0.019 69 5.75 0.27 0.058 ( 0.607) 0.039 0.019 70 5.83 0.27 0.058 ( 0.605) 0.039 0.019 71 5.92 0.27 0.058 ( 0.602) 0.039 0.019 72 6.00 0.27 0.058 ( 0.599) 0.039 0.019 73 6.08 0.30 0.065 ( 0.597) 0.044 0.021 74 6.17 0.30 0.065 ( 0.594) 0.044 0.021 75 6.25 0.30 0.065 ( 0.591) 0.044 0.021 76 6.33 0.30 0.065 ( 0.589) 0.044 0.021 77 6.42 0.30 0.065 ( 0.586) 0.044 0.021 78 6.50 0.30 0.065 ( 0.583) 0.044 0.021 79 6.58 0.33 0.072 ( 0.581) 0.049 0.023 80 6.67 0.33 0.072 ( 0.578) 0.049 0.023 81 6.75 0.33 0.072 ( 0.576) 0.049 0.023 82 6.83 0.33 0.072 ( 0.573) 0.049 0.023 83 6.92 0.33 0.072 ( 0.570) 0.049 0.023 84 7.00 0.33 0.072 ( 0.568) 0.049 0.023 85 7.08 0.33 0.072 ( 0.565) 0.049 0.023 86 7.17 0.33 0.072 ( 0.563) 0.049 0.023 87 7.25 0.33 0.072 ( 0.560) 0.049 0.023 88 7.33 0.37 0.079 ( 0.557) 0.054 0.026 89 7.42 0.37 0.079 ( 0.555) 0.054 0.026 90 7.50 0.37 0.079 ( 0.552) 0.054 0.026 91 7.58 0.40 0.086 ( 0.550) 0.058 0.028 92 7.67 0.40 0.086 ( 0.547) 0.058 0.028 93 7.75 0.40 0.086 ( 0.545) 0.058 0.028 94 7.83 0.43 0.094 ( 0.542) 0.063 0.030 95 7.92 0.43 0.094 ( 0.540) 0.063 0.030 96 8.00 0.43 0.094 ( 0.537) 0.063 0.030 97 8.08 0.50 0.108 ( 0.535) 0.073 0.035 98 8.17 0.50 0.108 ( 0.532) 0.073 0.035 99 8.25 0.50 0.108 ( 0.530) 0.073 0.035 100 8.33 0.50 0.108 ( 0.527) 0.073 0.035 101 8.42 0.50 0.108 ( 0.525) 0.073 0.035 102 8.50 0.50 0.108 ( 0.522) 0.073 0.035 103 8.58 0.53 0.115 ( 0.520) 0.078 0.037 104 8.67 0.53 0.115 ( 0.517) 0.078 0.037 105 8.75 0.53 0.115 ( 0.515) 0.078 0.037 106 8.83 0.57 0.122 ( 0.513) 0.083 0.040 107 8.92 0.57 0.122 ( 0.510) 0.083 0.040 108 9.00 0.57 0.122 ( 0.508) 0.083 0.040 109 9.08 0.63 0.137 ( 0.505) 0.092 0.044 110 9.17 0.63 0.137 ( 0.503) 0.092 0.044   4    111 9.25 0.63 0.137 ( 0.501) 0.092 0.044 112 9.33 0.67 0.144 ( 0.498) 0.097 0.047 113 9.42 0.67 0.144 ( 0.496) 0.097 0.047 114 9.50 0.67 0.144 ( 0.493) 0.097 0.047 115 9.58 0.70 0.151 ( 0.491) 0.102 0.049 116 9.67 0.70 0.151 ( 0.489) 0.102 0.049 117 9.75 0.70 0.151 ( 0.486) 0.102 0.049 118 9.83 0.73 0.158 ( 0.484) 0.107 0.051 119 9.92 0.73 0.158 ( 0.482) 0.107 0.051 120 10.00 0.73 0.158 ( 0.479) 0.107 0.051 121 10.08 0.50 0.108 ( 0.477) 0.073 0.035 122 10.17 0.50 0.108 ( 0.475) 0.073 0.035 123 10.25 0.50 0.108 ( 0.472) 0.073 0.035 124 10.33 0.50 0.108 ( 0.470) 0.073 0.035 125 10.42 0.50 0.108 ( 0.468) 0.073 0.035 126 10.50 0.50 0.108 ( 0.466) 0.073 0.035 127 10.58 0.67 0.144 ( 0.463) 0.097 0.047 128 10.67 0.67 0.144 ( 0.461) 0.097 0.047 129 10.75 0.67 0.144 ( 0.459) 0.097 0.047 130 10.83 0.67 0.144 ( 0.457) 0.097 0.047 131 10.92 0.67 0.144 ( 0.454) 0.097 0.047 132 11.00 0.67 0.144 ( 0.452) 0.097 0.047 133 11.08 0.63 0.137 ( 0.450) 0.092 0.044 134 11.17 0.63 0.137 ( 0.448) 0.092 0.044 135 11.25 0.63 0.137 ( 0.445) 0.092 0.044 136 11.33 0.63 0.137 ( 0.443) 0.092 0.044 137 11.42 0.63 0.137 ( 0.441) 0.092 0.044 138 11.50 0.63 0.137 ( 0.439) 0.092 0.044 139 11.58 0.57 0.122 ( 0.437) 0.083 0.040 140 11.67 0.57 0.122 ( 0.434) 0.083 0.040 141 11.75 0.57 0.122 ( 0.432) 0.083 0.040 142 11.83 0.60 0.130 ( 0.430) 0.088 0.042 143 11.92 0.60 0.130 ( 0.428) 0.088 0.042 144 12.00 0.60 0.130 ( 0.426) 0.088 0.042 145 12.08 0.83 0.180 ( 0.424) 0.122 0.058 146 12.17 0.83 0.180 ( 0.422) 0.122 0.058 147 12.25 0.83 0.180 ( 0.420) 0.122 0.058 148 12.33 0.87 0.187 ( 0.417) 0.127 0.061 149 12.42 0.87 0.187 ( 0.415) 0.127 0.061 150 12.50 0.87 0.187 ( 0.413) 0.127 0.061 151 12.58 0.93 0.202 ( 0.411) 0.136 0.065 152 12.67 0.93 0.202 ( 0.409) 0.136 0.065 153 12.75 0.93 0.202 ( 0.407) 0.136 0.065 154 12.83 0.97 0.209 ( 0.405) 0.141 0.068 155 12.92 0.97 0.209 ( 0.403) 0.141 0.068 156 13.00 0.97 0.209 ( 0.401) 0.141 0.068 157 13.08 1.13 0.245 ( 0.399) 0.165 0.079 158 13.17 1.13 0.245 ( 0.397) 0.165 0.079 159 13.25 1.13 0.245 ( 0.395) 0.165 0.079 160 13.33 1.13 0.245 ( 0.393) 0.165 0.079 161 13.42 1.13 0.245 ( 0.391) 0.165 0.079 162 13.50 1.13 0.245 ( 0.389) 0.165 0.079 163 13.58 0.77 0.166 ( 0.387) 0.112 0.054 164 13.67 0.77 0.166 ( 0.385) 0.112 0.054 165 13.75 0.77 0.166 ( 0.383) 0.112 0.054 166 13.83 0.77 0.166 ( 0.381) 0.112 0.054 167 13.92 0.77 0.166 ( 0.379) 0.112 0.054 168 14.00 0.77 0.166 ( 0.377) 0.112 0.054 169 14.08 0.90 0.194 ( 0.375) 0.131 0.063 170 14.17 0.90 0.194 ( 0.373) 0.131 0.063 171 14.25 0.90 0.194 ( 0.371) 0.131 0.063 172 14.33 0.87 0.187 ( 0.369) 0.127 0.061 173 14.42 0.87 0.187 ( 0.368) 0.127 0.061 174 14.50 0.87 0.187 ( 0.366) 0.127 0.061 175 14.58 0.87 0.187 ( 0.364) 0.127 0.061 176 14.67 0.87 0.187 ( 0.362) 0.127 0.061 177 14.75 0.87 0.187 ( 0.360) 0.127 0.061 178 14.83 0.83 0.180 ( 0.358) 0.122 0.058 179 14.92 0.83 0.180 ( 0.356) 0.122 0.058 180 15.00 0.83 0.180 ( 0.355) 0.122 0.058 181 15.08 0.80 0.173 ( 0.353) 0.117 0.056   5    182 15.17 0.80 0.173 ( 0.351) 0.117 0.056 183 15.25 0.80 0.173 ( 0.349) 0.117 0.056 184 15.33 0.77 0.166 ( 0.347) 0.112 0.054 185 15.42 0.77 0.166 ( 0.346) 0.112 0.054 186 15.50 0.77 0.166 ( 0.344) 0.112 0.054 187 15.58 0.63 0.137 ( 0.342) 0.092 0.044 188 15.67 0.63 0.137 ( 0.340) 0.092 0.044 189 15.75 0.63 0.137 ( 0.339) 0.092 0.044 190 15.83 0.63 0.137 ( 0.337) 0.092 0.044 191 15.92 0.63 0.137 ( 0.335) 0.092 0.044 192 16.00 0.63 0.137 ( 0.333) 0.092 0.044 193 16.08 0.13 0.029 ( 0.332) 0.019 0.009 194 16.17 0.13 0.029 ( 0.330) 0.019 0.009 195 16.25 0.13 0.029 ( 0.328) 0.019 0.009 196 16.33 0.13 0.029 ( 0.327) 0.019 0.009 197 16.42 0.13 0.029 ( 0.325) 0.019 0.009 198 16.50 0.13 0.029 ( 0.323) 0.019 0.009 199 16.58 0.10 0.022 ( 0.322) 0.015 0.007 200 16.67 0.10 0.022 ( 0.320) 0.015 0.007 201 16.75 0.10 0.022 ( 0.318) 0.015 0.007 202 16.83 0.10 0.022 ( 0.317) 0.015 0.007 203 16.92 0.10 0.022 ( 0.315) 0.015 0.007 204 17.00 0.10 0.022 ( 0.314) 0.015 0.007 205 17.08 0.17 0.036 ( 0.312) 0.024 0.012 206 17.17 0.17 0.036 ( 0.310) 0.024 0.012 207 17.25 0.17 0.036 ( 0.309) 0.024 0.012 208 17.33 0.17 0.036 ( 0.307) 0.024 0.012 209 17.42 0.17 0.036 ( 0.306) 0.024 0.012 210 17.50 0.17 0.036 ( 0.304) 0.024 0.012 211 17.58 0.17 0.036 ( 0.303) 0.024 0.012 212 17.67 0.17 0.036 ( 0.301) 0.024 0.012 213 17.75 0.17 0.036 ( 0.300) 0.024 0.012 214 17.83 0.13 0.029 ( 0.298) 0.019 0.009 215 17.92 0.13 0.029 ( 0.297) 0.019 0.009 216 18.00 0.13 0.029 ( 0.295) 0.019 0.009 217 18.08 0.13 0.029 ( 0.294) 0.019 0.009 218 18.17 0.13 0.029 ( 0.292) 0.019 0.009 219 18.25 0.13 0.029 ( 0.291) 0.019 0.009 220 18.33 0.13 0.029 ( 0.290) 0.019 0.009 221 18.42 0.13 0.029 ( 0.288) 0.019 0.009 222 18.50 0.13 0.029 ( 0.287) 0.019 0.009 223 18.58 0.10 0.022 ( 0.285) 0.015 0.007 224 18.67 0.10 0.022 ( 0.284) 0.015 0.007 225 18.75 0.10 0.022 ( 0.283) 0.015 0.007 226 18.83 0.07 0.014 ( 0.281) 0.010 0.005 227 18.92 0.07 0.014 ( 0.280) 0.010 0.005 228 19.00 0.07 0.014 ( 0.279) 0.010 0.005 229 19.08 0.10 0.022 ( 0.277) 0.015 0.007 230 19.17 0.10 0.022 ( 0.276) 0.015 0.007 231 19.25 0.10 0.022 ( 0.275) 0.015 0.007 232 19.33 0.13 0.029 ( 0.273) 0.019 0.009 233 19.42 0.13 0.029 ( 0.272) 0.019 0.009 234 19.50 0.13 0.029 ( 0.271) 0.019 0.009 235 19.58 0.10 0.022 ( 0.270) 0.015 0.007 236 19.67 0.10 0.022 ( 0.268) 0.015 0.007 237 19.75 0.10 0.022 ( 0.267) 0.015 0.007 238 19.83 0.07 0.014 ( 0.266) 0.010 0.005 239 19.92 0.07 0.014 ( 0.265) 0.010 0.005 240 20.00 0.07 0.014 ( 0.264) 0.010 0.005 241 20.08 0.10 0.022 ( 0.262) 0.015 0.007 242 20.17 0.10 0.022 ( 0.261) 0.015 0.007 243 20.25 0.10 0.022 ( 0.260) 0.015 0.007 244 20.33 0.10 0.022 ( 0.259) 0.015 0.007 245 20.42 0.10 0.022 ( 0.258) 0.015 0.007 246 20.50 0.10 0.022 ( 0.257) 0.015 0.007 247 20.58 0.10 0.022 ( 0.256) 0.015 0.007 248 20.67 0.10 0.022 ( 0.255) 0.015 0.007 249 20.75 0.10 0.022 ( 0.254) 0.015 0.007 250 20.83 0.07 0.014 ( 0.253) 0.010 0.005 251 20.92 0.07 0.014 ( 0.252) 0.010 0.005 252 21.00 0.07 0.014 ( 0.251) 0.010 0.005   6    253 21.08 0.10 0.022 ( 0.250) 0.015 0.007 254 21.17 0.10 0.022 ( 0.249) 0.015 0.007 255 21.25 0.10 0.022 ( 0.248) 0.015 0.007 256 21.33 0.07 0.014 ( 0.247) 0.010 0.005 257 21.42 0.07 0.014 ( 0.246) 0.010 0.005 258 21.50 0.07 0.014 ( 0.245) 0.010 0.005 259 21.58 0.10 0.022 ( 0.244) 0.015 0.007 260 21.67 0.10 0.022 ( 0.243) 0.015 0.007 261 21.75 0.10 0.022 ( 0.242) 0.015 0.007 262 21.83 0.07 0.014 ( 0.241) 0.010 0.005 263 21.92 0.07 0.014 ( 0.240) 0.010 0.005 264 22.00 0.07 0.014 ( 0.240) 0.010 0.005 265 22.08 0.10 0.022 ( 0.239) 0.015 0.007 266 22.17 0.10 0.022 ( 0.238) 0.015 0.007 267 22.25 0.10 0.022 ( 0.237) 0.015 0.007 268 22.33 0.07 0.014 ( 0.237) 0.010 0.005 269 22.42 0.07 0.014 ( 0.236) 0.010 0.005 270 22.50 0.07 0.014 ( 0.235) 0.010 0.005 271 22.58 0.07 0.014 ( 0.235) 0.010 0.005 272 22.67 0.07 0.014 ( 0.234) 0.010 0.005 273 22.75 0.07 0.014 ( 0.233) 0.010 0.005 274 22.83 0.07 0.014 ( 0.233) 0.010 0.005 275 22.92 0.07 0.014 ( 0.232) 0.010 0.005 276 23.00 0.07 0.014 ( 0.231) 0.010 0.005 277 23.08 0.07 0.014 ( 0.231) 0.010 0.005 278 23.17 0.07 0.014 ( 0.230) 0.010 0.005 279 23.25 0.07 0.014 ( 0.230) 0.010 0.005 280 23.33 0.07 0.014 ( 0.229) 0.010 0.005 281 23.42 0.07 0.014 ( 0.229) 0.010 0.005 282 23.50 0.07 0.014 ( 0.229) 0.010 0.005 283 23.58 0.07 0.014 ( 0.228) 0.010 0.005 284 23.67 0.07 0.014 ( 0.228) 0.010 0.005 285 23.75 0.07 0.014 ( 0.228) 0.010 0.005 286 23.83 0.07 0.014 ( 0.227) 0.010 0.005 287 23.92 0.07 0.014 ( 0.227) 0.010 0.005 288 24.00 0.07 0.014 ( 0.227) 0.010 0.005 (Loss Rate Not Used) Sum = 100.0 Sum = 7.0 Flood volume = Effective rainfall 0.58(In) times area 6.5(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 1.22(In) Total soil loss = 0.659(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 13760.4 Cubic Feet Total soil loss = 28710.0 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.520(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q | | | | 0+10 0.0003 0.03 Q | | | | 0+15 0.0005 0.03 Q | | | | 0+20 0.0008 0.04 Q | | | | 0+25 0.0011 0.05 Q | | | | 0+30 0.0014 0.05 Q | | | | 0+35 0.0018 0.05 Q | | | | 0+40 0.0021 0.05 Q | | | | 0+45 0.0024 0.05 Q | | | | 0+50 0.0028 0.06 Q | | | | 0+55 0.0032 0.06 Q | | | | 1+ 0 0.0036 0.06 Q | | | | 1+ 5 0.0040 0.05 Q | | | | 1+10 0.0043 0.05 Q | | | |   7    1+15 0.0046 0.05 Q | | | | 1+20 0.0049 0.05 Q | | | | 1+25 0.0052 0.05 Q | | | | 1+30 0.0055 0.05 Q | | | | 1+35 0.0059 0.05 Q | | | | 1+40 0.0062 0.05 Q | | | | 1+45 0.0065 0.05 Q | | | | 1+50 0.0069 0.06 Q | | | | 1+55 0.0073 0.06 Q | | | | 2+ 0 0.0077 0.06 Q | | | | 2+ 5 0.0081 0.06 QV | | | | 2+10 0.0086 0.06 QV | | | | 2+15 0.0090 0.06 QV | | | | 2+20 0.0094 0.06 QV | | | | 2+25 0.0098 0.06 QV | | | | 2+30 0.0102 0.06 QV | | | | 2+35 0.0107 0.07 QV | | | | 2+40 0.0112 0.08 QV | | | | 2+45 0.0118 0.08 QV | | | | 2+50 0.0123 0.08 QV | | | | 2+55 0.0128 0.08 QV | | | | 3+ 0 0.0134 0.08 QV | | | | 3+ 5 0.0139 0.08 QV | | | | 3+10 0.0144 0.08 QV | | | | 3+15 0.0149 0.08 QV | | | | 3+20 0.0155 0.08 QV | | | | 3+25 0.0160 0.08 Q V | | | | 3+30 0.0165 0.08 Q V | | | | 3+35 0.0170 0.08 Q V | | | | 3+40 0.0176 0.08 Q V | | | | 3+45 0.0181 0.08 Q V | | | | 3+50 0.0187 0.09 Q V | | | | 3+55 0.0193 0.09 Q V | | | | 4+ 0 0.0199 0.09 Q V | | | | 4+ 5 0.0206 0.09 Q V | | | | 4+10 0.0212 0.09 Q V | | | | 4+15 0.0218 0.09 Q V | | | | 4+20 0.0225 0.10 Q V | | | | 4+25 0.0233 0.11 Q V | | | | 4+30 0.0240 0.11 Q V | | | | 4+35 0.0247 0.11 Q V | | | | 4+40 0.0255 0.11 Q V | | | | 4+45 0.0262 0.11 Q V | | | | 4+50 0.0270 0.12 Q V | | | | 4+55 0.0279 0.12 Q V | | | | 5+ 0 0.0287 0.12 Q V | | | | 5+ 5 0.0294 0.10 Q V | | | | 5+10 0.0301 0.09 Q V | | | | 5+15 0.0307 0.09 Q V | | | | 5+20 0.0314 0.10 Q V | | | | 5+25 0.0321 0.11 Q V | | | | 5+30 0.0328 0.11 Q V | | | | 5+35 0.0336 0.12 Q V | | | | 5+40 0.0345 0.12 Q V | | | | 5+45 0.0353 0.12 Q V | | | | 5+50 0.0362 0.12 Q V | | | | 5+55 0.0370 0.12 Q V | | | | 6+ 0 0.0379 0.12 Q V | | | | 6+ 5 0.0388 0.13 Q V | | | | 6+10 0.0397 0.14 Q V | | | | 6+15 0.0407 0.14 Q V | | | | 6+20 0.0416 0.14 Q V | | | | 6+25 0.0425 0.14 Q V | | | | 6+30 0.0435 0.14 Q V | | | | 6+35 0.0445 0.15 Q V | | | | 6+40 0.0456 0.15 Q V | | | | 6+45 0.0466 0.15 Q V | | | | 6+50 0.0477 0.15 Q V | | | | 6+55 0.0487 0.15 Q V | | | | 7+ 0 0.0498 0.15 Q V | | | | 7+ 5 0.0508 0.15 Q V | | | |   8    7+10 0.0519 0.15 Q V | | | | 7+15 0.0529 0.15 Q V | | | | 7+20 0.0540 0.16 Q V | | | | 7+25 0.0552 0.17 Q V | | | | 7+30 0.0564 0.17 Q V | | | | 7+35 0.0576 0.18 Q V | | | | 7+40 0.0588 0.18 Q V | | | | 7+45 0.0601 0.18 Q V | | | | 7+50 0.0614 0.19 Q V | | | | 7+55 0.0628 0.20 Q V | | | | 8+ 0 0.0642 0.20 Q V | | | | 8+ 5 0.0657 0.22 Q V | | | | 8+10 0.0672 0.23 Q V | | | | 8+15 0.0688 0.23 Q V | | | | 8+20 0.0704 0.23 Q V | | | | 8+25 0.0720 0.23 Q V| | | | 8+30 0.0735 0.23 Q V| | | | 8+35 0.0752 0.24 Q V| | | | 8+40 0.0769 0.24 Q V| | | | 8+45 0.0786 0.24 Q V| | | | 8+50 0.0803 0.25 |Q V | | | 8+55 0.0821 0.26 |Q V | | | 9+ 0 0.0839 0.26 |Q V | | | 9+ 5 0.0858 0.28 |Q V | | | 9+10 0.0878 0.29 |Q |V | | | 9+15 0.0898 0.29 |Q |V | | | 9+20 0.0919 0.30 |Q |V | | | 9+25 0.0940 0.31 |Q |V | | | 9+30 0.0961 0.31 |Q | V | | | 9+35 0.0982 0.32 |Q | V | | | 9+40 0.1004 0.32 |Q | V | | | 9+45 0.1026 0.32 |Q | V | | | 9+50 0.1049 0.33 |Q | V | | | 9+55 0.1072 0.34 |Q | V | | | 10+ 0 0.1096 0.34 |Q | V | | | 10+ 5 0.1114 0.27 |Q | V | | | 10+10 0.1130 0.23 Q | V | | | 10+15 0.1146 0.23 Q | V | | | 10+20 0.1162 0.23 Q | V | | | 10+25 0.1178 0.23 Q | V | | | 10+30 0.1194 0.23 Q | V | | | 10+35 0.1213 0.28 |Q | V | | | 10+40 0.1233 0.30 |Q | V | | | 10+45 0.1254 0.31 |Q | V | | | 10+50 0.1275 0.31 |Q | V | | | 10+55 0.1297 0.31 |Q | V | | | 11+ 0 0.1318 0.31 |Q | V | | | 11+ 5 0.1338 0.30 |Q | V | | | 11+10 0.1358 0.29 |Q | V | | | 11+15 0.1378 0.29 |Q | V | | | 11+20 0.1398 0.29 |Q | V | | | 11+25 0.1418 0.29 |Q | V | | | 11+30 0.1438 0.29 |Q | V | | | 11+35 0.1457 0.27 |Q | V | | | 11+40 0.1475 0.26 |Q | V | | | 11+45 0.1493 0.26 |Q | V | | | 11+50 0.1511 0.27 |Q | V| | | 11+55 0.1530 0.27 |Q | V| | | 12+ 0 0.1549 0.28 |Q | V| | | 12+ 5 0.1573 0.34 |Q | V| | | 12+10 0.1599 0.38 |Q | V | | 12+15 0.1625 0.38 |Q | V | | 12+20 0.1652 0.39 |Q | V | | 12+25 0.1679 0.40 |Q | |V | | 12+30 0.1707 0.40 |Q | |V | | 12+35 0.1735 0.42 |Q | |V | | 12+40 0.1765 0.43 |Q | | V | | 12+45 0.1794 0.43 |Q | | V | | 12+50 0.1824 0.44 |Q | | V | | 12+55 0.1855 0.44 |Q | | V | | 13+ 0 0.1885 0.44 |Q | | V | |   9    13+ 5 0.1919 0.49 |Q | | V | | 13+10 0.1955 0.52 | Q | | V | | 13+15 0.1990 0.52 | Q | | V | | 13+20 0.2026 0.52 | Q | | V | | 13+25 0.2062 0.52 | Q | | V | | 13+30 0.2098 0.52 | Q | | V | | 13+35 0.2126 0.42 |Q | | V | | 13+40 0.2151 0.36 |Q | | V | | 13+45 0.2175 0.35 |Q | | V | | 13+50 0.2200 0.35 |Q | | V | | 13+55 0.2224 0.35 |Q | | V | | 14+ 0 0.2248 0.35 |Q | | V | | 14+ 5 0.2275 0.39 |Q | | V | | 14+10 0.2303 0.41 |Q | | V| | 14+15 0.2332 0.41 |Q | | V| | 14+20 0.2359 0.40 |Q | | V| | 14+25 0.2387 0.40 |Q | | V | 14+30 0.2414 0.40 |Q | | V | 14+35 0.2442 0.40 |Q | | V | 14+40 0.2469 0.40 |Q | | |V | 14+45 0.2496 0.40 |Q | | |V | 14+50 0.2523 0.39 |Q | | |V | 14+55 0.2549 0.38 |Q | | | V | 15+ 0 0.2576 0.38 |Q | | | V | 15+ 5 0.2601 0.37 |Q | | | V | 15+10 0.2627 0.37 |Q | | | V | 15+15 0.2652 0.37 |Q | | | V | 15+20 0.2677 0.36 |Q | | | V | 15+25 0.2701 0.35 |Q | | | V | 15+30 0.2725 0.35 |Q | | | V | 15+35 0.2747 0.31 |Q | | | V | 15+40 0.2767 0.29 |Q | | | V | 15+45 0.2787 0.29 |Q | | | V | 15+50 0.2807 0.29 |Q | | | V | 15+55 0.2827 0.29 |Q | | | V | 16+ 0 0.2847 0.29 |Q | | | V | 16+ 5 0.2857 0.15 Q | | | V | 16+10 0.2862 0.07 Q | | | V | 16+15 0.2866 0.06 Q | | | V | 16+20 0.2871 0.06 Q | | | V | 16+25 0.2875 0.06 Q | | | V | 16+30 0.2879 0.06 Q | | | V | 16+35 0.2883 0.05 Q | | | V | 16+40 0.2886 0.05 Q | | | V | 16+45 0.2889 0.05 Q | | | V | 16+50 0.2892 0.05 Q | | | V | 16+55 0.2895 0.05 Q | | | V | 17+ 0 0.2899 0.05 Q | | | V | 17+ 5 0.2903 0.06 Q | | | V | 17+10 0.2908 0.08 Q | | | V | 17+15 0.2913 0.08 Q | | | V | 17+20 0.2919 0.08 Q | | | V | 17+25 0.2924 0.08 Q | | | V | 17+30 0.2929 0.08 Q | | | V | 17+35 0.2934 0.08 Q | | | V | 17+40 0.2940 0.08 Q | | | V | 17+45 0.2945 0.08 Q | | | V | 17+50 0.2950 0.07 Q | | | V | 17+55 0.2954 0.06 Q | | | V | 18+ 0 0.2958 0.06 Q | | | V | 18+ 5 0.2962 0.06 Q | | | V | 18+10 0.2967 0.06 Q | | | V | 18+15 0.2971 0.06 Q | | | V | 18+20 0.2975 0.06 Q | | | V | 18+25 0.2979 0.06 Q | | | V | 18+30 0.2983 0.06 Q | | | V | 18+35 0.2987 0.05 Q | | | V | 18+40 0.2990 0.05 Q | | | V | 18+45 0.2993 0.05 Q | | | V | 18+50 0.2996 0.04 Q | | | V | 18+55 0.2998 0.03 Q | | | V |   10    19+ 0 0.3000 0.03 Q | | | V | 19+ 5 0.3003 0.04 Q | | | V | 19+10 0.3006 0.05 Q | | | V | 19+15 0.3009 0.05 Q | | | V | 19+20 0.3013 0.06 Q | | | V | 19+25 0.3017 0.06 Q | | | V | 19+30 0.3021 0.06 Q | | | V | 19+35 0.3025 0.05 Q | | | V | 19+40 0.3028 0.05 Q | | | V | 19+45 0.3031 0.05 Q | | | V | 19+50 0.3034 0.04 Q | | | V | 19+55 0.3036 0.03 Q | | | V | 20+ 0 0.3038 0.03 Q | | | V | 20+ 5 0.3041 0.04 Q | | | V | 20+10 0.3044 0.05 Q | | | V | 20+15 0.3047 0.05 Q | | | V | 20+20 0.3050 0.05 Q | | | V | 20+25 0.3053 0.05 Q | | | V | 20+30 0.3056 0.05 Q | | | V | 20+35 0.3060 0.05 Q | | | V | 20+40 0.3063 0.05 Q | | | V | 20+45 0.3066 0.05 Q | | | V | 20+50 0.3068 0.04 Q | | | V | 20+55 0.3071 0.03 Q | | | V | 21+ 0 0.3073 0.03 Q | | | V | 21+ 5 0.3075 0.04 Q | | | V | 21+10 0.3079 0.05 Q | | | V | 21+15 0.3082 0.05 Q | | | V| 21+20 0.3084 0.04 Q | | | V| 21+25 0.3086 0.03 Q | | | V| 21+30 0.3089 0.03 Q | | | V| 21+35 0.3091 0.04 Q | | | V| 21+40 0.3094 0.05 Q | | | V| 21+45 0.3098 0.05 Q | | | V| 21+50 0.3100 0.04 Q | | | V| 21+55 0.3102 0.03 Q | | | V| 22+ 0 0.3104 0.03 Q | | | V| 22+ 5 0.3107 0.04 Q | | | V| 22+10 0.3110 0.05 Q | | | V| 22+15 0.3113 0.05 Q | | | V| 22+20 0.3116 0.04 Q | | | V| 22+25 0.3118 0.03 Q | | | V| 22+30 0.3120 0.03 Q | | | V| 22+35 0.3122 0.03 Q | | | V| 22+40 0.3124 0.03 Q | | | V| 22+45 0.3126 0.03 Q | | | V| 22+50 0.3129 0.03 Q | | | V| 22+55 0.3131 0.03 Q | | | V| 23+ 0 0.3133 0.03 Q | | | V| 23+ 5 0.3135 0.03 Q | | | V| 23+10 0.3137 0.03 Q | | | V| 23+15 0.3139 0.03 Q | | | V| 23+20 0.3141 0.03 Q | | | V| 23+25 0.3143 0.03 Q | | | V| 23+30 0.3145 0.03 Q | | | V| 23+35 0.3148 0.03 Q | | | V| 23+40 0.3150 0.03 Q | | | V| 23+45 0.3152 0.03 Q | | | V| 23+50 0.3154 0.03 Q | | | V| 23+55 0.3156 0.03 Q | | | V| 24+ 0 0.3158 0.03 Q | | | V| 24+ 5 0.3159 0.01 Q | | | V| 24+10 0.3159 0.00 Q | | | V ----------------------------------------------------------------------- 10-YEAR, 24-HOUR   1    U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/10/13 File: ARA2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH FOR ONSITE AREA POST-PROJECT CONDITION FN: ARA -------------------------------------------------------------------- Drainage Area = 6.50(Ac.) = 0.010 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 6.50(Ac.) = 0.010 Sq. Mi. Length along longest watercourse = 1090.00(Ft.) Length along longest watercourse measured to centroid = 318.00(Ft.) Length along longest watercourse = 0.206 Mi. Length along longest watercourse measured to centroid = 0.060 Mi. Difference in elevation = 47.00(Ft.) Slope along watercourse = 227.6697 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.024 Hr. Lag time = 1.45 Min. 25% of lag time = 0.36 Min. 40% of lag time = 0.58 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.50 1.80 11.70 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.50 5.00 32.50 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(In) Point rain (area averaged) = 3.117(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 3.116(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 6.500 66.20 0.280 Total Area Entered = 6.50(Ac.)   2    RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 66.2 66.2 0.403 0.280 0.301 1.000 0.301 Sum (F) = 0.301 Area averaged mean soil loss (F) (In/Hr) = 0.301 Minimum soil loss rate ((In/Hr)) = 0.151 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.676 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 343.923 60.784 3.982 2 0.167 687.847 34.830 2.282 3 0.250 1031.770 4.386 0.287 Sum = 100.000 Sum= 6.551 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.025 ( 0.534) 0.017 0.008 2 0.17 0.07 0.025 ( 0.532) 0.017 0.008 3 0.25 0.07 0.025 ( 0.530) 0.017 0.008 4 0.33 0.10 0.037 ( 0.528) 0.025 0.012 5 0.42 0.10 0.037 ( 0.526) 0.025 0.012 6 0.50 0.10 0.037 ( 0.524) 0.025 0.012 7 0.58 0.10 0.037 ( 0.522) 0.025 0.012 8 0.67 0.10 0.037 ( 0.520) 0.025 0.012 9 0.75 0.10 0.037 ( 0.518) 0.025 0.012 10 0.83 0.13 0.050 ( 0.516) 0.034 0.016 11 0.92 0.13 0.050 ( 0.514) 0.034 0.016 12 1.00 0.13 0.050 ( 0.512) 0.034 0.016 13 1.08 0.10 0.037 ( 0.510) 0.025 0.012 14 1.17 0.10 0.037 ( 0.508) 0.025 0.012 15 1.25 0.10 0.037 ( 0.506) 0.025 0.012 16 1.33 0.10 0.037 ( 0.504) 0.025 0.012 17 1.42 0.10 0.037 ( 0.502) 0.025 0.012 18 1.50 0.10 0.037 ( 0.500) 0.025 0.012 19 1.58 0.10 0.037 ( 0.498) 0.025 0.012 20 1.67 0.10 0.037 ( 0.496) 0.025 0.012 21 1.75 0.10 0.037 ( 0.494) 0.025 0.012 22 1.83 0.13 0.050 ( 0.492) 0.034 0.016 23 1.92 0.13 0.050 ( 0.490) 0.034 0.016 24 2.00 0.13 0.050 ( 0.488) 0.034 0.016 25 2.08 0.13 0.050 ( 0.486) 0.034 0.016 26 2.17 0.13 0.050 ( 0.484) 0.034 0.016 27 2.25 0.13 0.050 ( 0.482) 0.034 0.016 28 2.33 0.13 0.050 ( 0.480) 0.034 0.016 29 2.42 0.13 0.050 ( 0.478) 0.034 0.016 30 2.50 0.13 0.050 ( 0.476) 0.034 0.016 31 2.58 0.17 0.062 ( 0.474) 0.042 0.020 32 2.67 0.17 0.062 ( 0.472) 0.042 0.020 33 2.75 0.17 0.062 ( 0.470) 0.042 0.020 34 2.83 0.17 0.062 ( 0.468) 0.042 0.020 35 2.92 0.17 0.062 ( 0.466) 0.042 0.020 36 3.00 0.17 0.062 ( 0.464) 0.042 0.020 37 3.08 0.17 0.062 ( 0.463) 0.042 0.020 38 3.17 0.17 0.062 ( 0.461) 0.042 0.020 39 3.25 0.17 0.062 ( 0.459) 0.042 0.020   3    40 3.33 0.17 0.062 ( 0.457) 0.042 0.020 41 3.42 0.17 0.062 ( 0.455) 0.042 0.020 42 3.50 0.17 0.062 ( 0.453) 0.042 0.020 43 3.58 0.17 0.062 ( 0.451) 0.042 0.020 44 3.67 0.17 0.062 ( 0.449) 0.042 0.020 45 3.75 0.17 0.062 ( 0.447) 0.042 0.020 46 3.83 0.20 0.075 ( 0.445) 0.051 0.024 47 3.92 0.20 0.075 ( 0.444) 0.051 0.024 48 4.00 0.20 0.075 ( 0.442) 0.051 0.024 49 4.08 0.20 0.075 ( 0.440) 0.051 0.024 50 4.17 0.20 0.075 ( 0.438) 0.051 0.024 51 4.25 0.20 0.075 ( 0.436) 0.051 0.024 52 4.33 0.23 0.087 ( 0.434) 0.059 0.028 53 4.42 0.23 0.087 ( 0.432) 0.059 0.028 54 4.50 0.23 0.087 ( 0.431) 0.059 0.028 55 4.58 0.23 0.087 ( 0.429) 0.059 0.028 56 4.67 0.23 0.087 ( 0.427) 0.059 0.028 57 4.75 0.23 0.087 ( 0.425) 0.059 0.028 58 4.83 0.27 0.100 ( 0.423) 0.067 0.032 59 4.92 0.27 0.100 ( 0.421) 0.067 0.032 60 5.00 0.27 0.100 ( 0.419) 0.067 0.032 61 5.08 0.20 0.075 ( 0.418) 0.051 0.024 62 5.17 0.20 0.075 ( 0.416) 0.051 0.024 63 5.25 0.20 0.075 ( 0.414) 0.051 0.024 64 5.33 0.23 0.087 ( 0.412) 0.059 0.028 65 5.42 0.23 0.087 ( 0.410) 0.059 0.028 66 5.50 0.23 0.087 ( 0.409) 0.059 0.028 67 5.58 0.27 0.100 ( 0.407) 0.067 0.032 68 5.67 0.27 0.100 ( 0.405) 0.067 0.032 69 5.75 0.27 0.100 ( 0.403) 0.067 0.032 70 5.83 0.27 0.100 ( 0.401) 0.067 0.032 71 5.92 0.27 0.100 ( 0.400) 0.067 0.032 72 6.00 0.27 0.100 ( 0.398) 0.067 0.032 73 6.08 0.30 0.112 ( 0.396) 0.076 0.036 74 6.17 0.30 0.112 ( 0.394) 0.076 0.036 75 6.25 0.30 0.112 ( 0.393) 0.076 0.036 76 6.33 0.30 0.112 ( 0.391) 0.076 0.036 77 6.42 0.30 0.112 ( 0.389) 0.076 0.036 78 6.50 0.30 0.112 ( 0.387) 0.076 0.036 79 6.58 0.33 0.125 ( 0.386) 0.084 0.040 80 6.67 0.33 0.125 ( 0.384) 0.084 0.040 81 6.75 0.33 0.125 ( 0.382) 0.084 0.040 82 6.83 0.33 0.125 ( 0.380) 0.084 0.040 83 6.92 0.33 0.125 ( 0.379) 0.084 0.040 84 7.00 0.33 0.125 ( 0.377) 0.084 0.040 85 7.08 0.33 0.125 ( 0.375) 0.084 0.040 86 7.17 0.33 0.125 ( 0.374) 0.084 0.040 87 7.25 0.33 0.125 ( 0.372) 0.084 0.040 88 7.33 0.37 0.137 ( 0.370) 0.093 0.044 89 7.42 0.37 0.137 ( 0.369) 0.093 0.044 90 7.50 0.37 0.137 ( 0.367) 0.093 0.044 91 7.58 0.40 0.150 ( 0.365) 0.101 0.048 92 7.67 0.40 0.150 ( 0.363) 0.101 0.048 93 7.75 0.40 0.150 ( 0.362) 0.101 0.048 94 7.83 0.43 0.162 ( 0.360) 0.110 0.053 95 7.92 0.43 0.162 ( 0.358) 0.110 0.053 96 8.00 0.43 0.162 ( 0.357) 0.110 0.053 97 8.08 0.50 0.187 ( 0.355) 0.126 0.061 98 8.17 0.50 0.187 ( 0.353) 0.126 0.061 99 8.25 0.50 0.187 ( 0.352) 0.126 0.061 100 8.33 0.50 0.187 ( 0.350) 0.126 0.061 101 8.42 0.50 0.187 ( 0.349) 0.126 0.061 102 8.50 0.50 0.187 ( 0.347) 0.126 0.061 103 8.58 0.53 0.199 ( 0.345) 0.135 0.065 104 8.67 0.53 0.199 ( 0.344) 0.135 0.065 105 8.75 0.53 0.199 ( 0.342) 0.135 0.065 106 8.83 0.57 0.212 ( 0.340) 0.143 0.069 107 8.92 0.57 0.212 ( 0.339) 0.143 0.069 108 9.00 0.57 0.212 ( 0.337) 0.143 0.069 109 9.08 0.63 0.237 ( 0.336) 0.160 0.077 110 9.17 0.63 0.237 ( 0.334) 0.160 0.077   4    111 9.25 0.63 0.237 ( 0.332) 0.160 0.077 112 9.33 0.67 0.249 ( 0.331) 0.169 0.081 113 9.42 0.67 0.249 ( 0.329) 0.169 0.081 114 9.50 0.67 0.249 ( 0.328) 0.169 0.081 115 9.58 0.70 0.262 ( 0.326) 0.177 0.085 116 9.67 0.70 0.262 ( 0.325) 0.177 0.085 117 9.75 0.70 0.262 ( 0.323) 0.177 0.085 118 9.83 0.73 0.274 ( 0.321) 0.185 0.089 119 9.92 0.73 0.274 ( 0.320) 0.185 0.089 120 10.00 0.73 0.274 ( 0.318) 0.185 0.089 121 10.08 0.50 0.187 ( 0.317) 0.126 0.061 122 10.17 0.50 0.187 ( 0.315) 0.126 0.061 123 10.25 0.50 0.187 ( 0.314) 0.126 0.061 124 10.33 0.50 0.187 ( 0.312) 0.126 0.061 125 10.42 0.50 0.187 ( 0.311) 0.126 0.061 126 10.50 0.50 0.187 ( 0.309) 0.126 0.061 127 10.58 0.67 0.249 ( 0.308) 0.169 0.081 128 10.67 0.67 0.249 ( 0.306) 0.169 0.081 129 10.75 0.67 0.249 ( 0.305) 0.169 0.081 130 10.83 0.67 0.249 ( 0.303) 0.169 0.081 131 10.92 0.67 0.249 ( 0.302) 0.169 0.081 132 11.00 0.67 0.249 ( 0.300) 0.169 0.081 133 11.08 0.63 0.237 ( 0.299) 0.160 0.077 134 11.17 0.63 0.237 ( 0.297) 0.160 0.077 135 11.25 0.63 0.237 ( 0.296) 0.160 0.077 136 11.33 0.63 0.237 ( 0.294) 0.160 0.077 137 11.42 0.63 0.237 ( 0.293) 0.160 0.077 138 11.50 0.63 0.237 ( 0.291) 0.160 0.077 139 11.58 0.57 0.212 ( 0.290) 0.143 0.069 140 11.67 0.57 0.212 ( 0.289) 0.143 0.069 141 11.75 0.57 0.212 ( 0.287) 0.143 0.069 142 11.83 0.60 0.224 ( 0.286) 0.152 0.073 143 11.92 0.60 0.224 ( 0.284) 0.152 0.073 144 12.00 0.60 0.224 ( 0.283) 0.152 0.073 145 12.08 0.83 0.312 ( 0.281) 0.211 0.101 146 12.17 0.83 0.312 ( 0.280) 0.211 0.101 147 12.25 0.83 0.312 ( 0.279) 0.211 0.101 148 12.33 0.87 0.324 ( 0.277) 0.219 0.105 149 12.42 0.87 0.324 ( 0.276) 0.219 0.105 150 12.50 0.87 0.324 ( 0.274) 0.219 0.105 151 12.58 0.93 0.349 ( 0.273) 0.236 0.113 152 12.67 0.93 0.349 ( 0.272) 0.236 0.113 153 12.75 0.93 0.349 ( 0.270) 0.236 0.113 154 12.83 0.97 0.362 ( 0.269) 0.244 0.117 155 12.92 0.97 0.362 ( 0.268) 0.244 0.117 156 13.00 0.97 0.362 ( 0.266) 0.244 0.117 157 13.08 1.13 0.424 0.265 ( 0.287) 0.159 158 13.17 1.13 0.424 0.264 ( 0.287) 0.160 159 13.25 1.13 0.424 0.262 ( 0.287) 0.162 160 13.33 1.13 0.424 0.261 ( 0.287) 0.163 161 13.42 1.13 0.424 0.260 ( 0.287) 0.164 162 13.50 1.13 0.424 0.258 ( 0.287) 0.166 163 13.58 0.77 0.287 ( 0.257) 0.194 0.093 164 13.67 0.77 0.287 ( 0.256) 0.194 0.093 165 13.75 0.77 0.287 ( 0.254) 0.194 0.093 166 13.83 0.77 0.287 ( 0.253) 0.194 0.093 167 13.92 0.77 0.287 ( 0.252) 0.194 0.093 168 14.00 0.77 0.287 ( 0.250) 0.194 0.093 169 14.08 0.90 0.337 ( 0.249) 0.228 0.109 170 14.17 0.90 0.337 ( 0.248) 0.228 0.109 171 14.25 0.90 0.337 ( 0.247) 0.228 0.109 172 14.33 0.87 0.324 ( 0.245) 0.219 0.105 173 14.42 0.87 0.324 ( 0.244) 0.219 0.105 174 14.50 0.87 0.324 ( 0.243) 0.219 0.105 175 14.58 0.87 0.324 ( 0.242) 0.219 0.105 176 14.67 0.87 0.324 ( 0.240) 0.219 0.105 177 14.75 0.87 0.324 ( 0.239) 0.219 0.105 178 14.83 0.83 0.312 ( 0.238) 0.211 0.101 179 14.92 0.83 0.312 ( 0.237) 0.211 0.101 180 15.00 0.83 0.312 ( 0.235) 0.211 0.101 181 15.08 0.80 0.299 ( 0.234) 0.202 0.097   5    182 15.17 0.80 0.299 ( 0.233) 0.202 0.097 183 15.25 0.80 0.299 ( 0.232) 0.202 0.097 184 15.33 0.77 0.287 ( 0.231) 0.194 0.093 185 15.42 0.77 0.287 ( 0.229) 0.194 0.093 186 15.50 0.77 0.287 ( 0.228) 0.194 0.093 187 15.58 0.63 0.237 ( 0.227) 0.160 0.077 188 15.67 0.63 0.237 ( 0.226) 0.160 0.077 189 15.75 0.63 0.237 ( 0.225) 0.160 0.077 190 15.83 0.63 0.237 ( 0.224) 0.160 0.077 191 15.92 0.63 0.237 ( 0.223) 0.160 0.077 192 16.00 0.63 0.237 ( 0.221) 0.160 0.077 193 16.08 0.13 0.050 ( 0.220) 0.034 0.016 194 16.17 0.13 0.050 ( 0.219) 0.034 0.016 195 16.25 0.13 0.050 ( 0.218) 0.034 0.016 196 16.33 0.13 0.050 ( 0.217) 0.034 0.016 197 16.42 0.13 0.050 ( 0.216) 0.034 0.016 198 16.50 0.13 0.050 ( 0.215) 0.034 0.016 199 16.58 0.10 0.037 ( 0.214) 0.025 0.012 200 16.67 0.10 0.037 ( 0.213) 0.025 0.012 201 16.75 0.10 0.037 ( 0.211) 0.025 0.012 202 16.83 0.10 0.037 ( 0.210) 0.025 0.012 203 16.92 0.10 0.037 ( 0.209) 0.025 0.012 204 17.00 0.10 0.037 ( 0.208) 0.025 0.012 205 17.08 0.17 0.062 ( 0.207) 0.042 0.020 206 17.17 0.17 0.062 ( 0.206) 0.042 0.020 207 17.25 0.17 0.062 ( 0.205) 0.042 0.020 208 17.33 0.17 0.062 ( 0.204) 0.042 0.020 209 17.42 0.17 0.062 ( 0.203) 0.042 0.020 210 17.50 0.17 0.062 ( 0.202) 0.042 0.020 211 17.58 0.17 0.062 ( 0.201) 0.042 0.020 212 17.67 0.17 0.062 ( 0.200) 0.042 0.020 213 17.75 0.17 0.062 ( 0.199) 0.042 0.020 214 17.83 0.13 0.050 ( 0.198) 0.034 0.016 215 17.92 0.13 0.050 ( 0.197) 0.034 0.016 216 18.00 0.13 0.050 ( 0.196) 0.034 0.016 217 18.08 0.13 0.050 ( 0.195) 0.034 0.016 218 18.17 0.13 0.050 ( 0.194) 0.034 0.016 219 18.25 0.13 0.050 ( 0.193) 0.034 0.016 220 18.33 0.13 0.050 ( 0.192) 0.034 0.016 221 18.42 0.13 0.050 ( 0.191) 0.034 0.016 222 18.50 0.13 0.050 ( 0.190) 0.034 0.016 223 18.58 0.10 0.037 ( 0.189) 0.025 0.012 224 18.67 0.10 0.037 ( 0.189) 0.025 0.012 225 18.75 0.10 0.037 ( 0.188) 0.025 0.012 226 18.83 0.07 0.025 ( 0.187) 0.017 0.008 227 18.92 0.07 0.025 ( 0.186) 0.017 0.008 228 19.00 0.07 0.025 ( 0.185) 0.017 0.008 229 19.08 0.10 0.037 ( 0.184) 0.025 0.012 230 19.17 0.10 0.037 ( 0.183) 0.025 0.012 231 19.25 0.10 0.037 ( 0.182) 0.025 0.012 232 19.33 0.13 0.050 ( 0.182) 0.034 0.016 233 19.42 0.13 0.050 ( 0.181) 0.034 0.016 234 19.50 0.13 0.050 ( 0.180) 0.034 0.016 235 19.58 0.10 0.037 ( 0.179) 0.025 0.012 236 19.67 0.10 0.037 ( 0.178) 0.025 0.012 237 19.75 0.10 0.037 ( 0.177) 0.025 0.012 238 19.83 0.07 0.025 ( 0.177) 0.017 0.008 239 19.92 0.07 0.025 ( 0.176) 0.017 0.008 240 20.00 0.07 0.025 ( 0.175) 0.017 0.008 241 20.08 0.10 0.037 ( 0.174) 0.025 0.012 242 20.17 0.10 0.037 ( 0.174) 0.025 0.012 243 20.25 0.10 0.037 ( 0.173) 0.025 0.012 244 20.33 0.10 0.037 ( 0.172) 0.025 0.012 245 20.42 0.10 0.037 ( 0.171) 0.025 0.012 246 20.50 0.10 0.037 ( 0.171) 0.025 0.012 247 20.58 0.10 0.037 ( 0.170) 0.025 0.012 248 20.67 0.10 0.037 ( 0.169) 0.025 0.012 249 20.75 0.10 0.037 ( 0.168) 0.025 0.012 250 20.83 0.07 0.025 ( 0.168) 0.017 0.008 251 20.92 0.07 0.025 ( 0.167) 0.017 0.008 252 21.00 0.07 0.025 ( 0.166) 0.017 0.008   6    253 21.08 0.10 0.037 ( 0.166) 0.025 0.012 254 21.17 0.10 0.037 ( 0.165) 0.025 0.012 255 21.25 0.10 0.037 ( 0.164) 0.025 0.012 256 21.33 0.07 0.025 ( 0.164) 0.017 0.008 257 21.42 0.07 0.025 ( 0.163) 0.017 0.008 258 21.50 0.07 0.025 ( 0.163) 0.017 0.008 259 21.58 0.10 0.037 ( 0.162) 0.025 0.012 260 21.67 0.10 0.037 ( 0.161) 0.025 0.012 261 21.75 0.10 0.037 ( 0.161) 0.025 0.012 262 21.83 0.07 0.025 ( 0.160) 0.017 0.008 263 21.92 0.07 0.025 ( 0.160) 0.017 0.008 264 22.00 0.07 0.025 ( 0.159) 0.017 0.008 265 22.08 0.10 0.037 ( 0.159) 0.025 0.012 266 22.17 0.10 0.037 ( 0.158) 0.025 0.012 267 22.25 0.10 0.037 ( 0.158) 0.025 0.012 268 22.33 0.07 0.025 ( 0.157) 0.017 0.008 269 22.42 0.07 0.025 ( 0.157) 0.017 0.008 270 22.50 0.07 0.025 ( 0.156) 0.017 0.008 271 22.58 0.07 0.025 ( 0.156) 0.017 0.008 272 22.67 0.07 0.025 ( 0.155) 0.017 0.008 273 22.75 0.07 0.025 ( 0.155) 0.017 0.008 274 22.83 0.07 0.025 ( 0.154) 0.017 0.008 275 22.92 0.07 0.025 ( 0.154) 0.017 0.008 276 23.00 0.07 0.025 ( 0.154) 0.017 0.008 277 23.08 0.07 0.025 ( 0.153) 0.017 0.008 278 23.17 0.07 0.025 ( 0.153) 0.017 0.008 279 23.25 0.07 0.025 ( 0.153) 0.017 0.008 280 23.33 0.07 0.025 ( 0.152) 0.017 0.008 281 23.42 0.07 0.025 ( 0.152) 0.017 0.008 282 23.50 0.07 0.025 ( 0.152) 0.017 0.008 283 23.58 0.07 0.025 ( 0.152) 0.017 0.008 284 23.67 0.07 0.025 ( 0.151) 0.017 0.008 285 23.75 0.07 0.025 ( 0.151) 0.017 0.008 286 23.83 0.07 0.025 ( 0.151) 0.017 0.008 287 23.92 0.07 0.025 ( 0.151) 0.017 0.008 288 24.00 0.07 0.025 ( 0.151) 0.017 0.008 (Loss Rate Not Used) Sum = 100.0 Sum = 12.3 Flood volume = Effective rainfall 1.02(In) times area 6.5(Ac.)/[(In)/(Ft.)] = 0.6(Ac.Ft) Total soil loss = 2.09(In) Total soil loss = 1.134(Ac.Ft) Total rainfall = 3.12(In) Flood volume = 24119.4 Cubic Feet Total soil loss = 49413.6 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.082(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q | | | | 0+10 0.0006 0.05 Q | | | | 0+15 0.0009 0.05 Q | | | | 0+20 0.0014 0.07 Q | | | | 0+25 0.0019 0.08 Q | | | | 0+30 0.0025 0.08 Q | | | | 0+35 0.0030 0.08 Q | | | | 0+40 0.0036 0.08 Q | | | | 0+45 0.0041 0.08 Q | | | | 0+50 0.0048 0.10 Q | | | | 0+55 0.0055 0.10 Q | | | | 1+ 0 0.0062 0.11 Q | | | | 1+ 5 0.0069 0.09 Q | | | | 1+10 0.0074 0.08 Q | | | |   7    1+15 0.0080 0.08 Q | | | | 1+20 0.0085 0.08 Q | | | | 1+25 0.0091 0.08 Q | | | | 1+30 0.0096 0.08 Q | | | | 1+35 0.0102 0.08 Q | | | | 1+40 0.0107 0.08 Q | | | | 1+45 0.0112 0.08 Q | | | | 1+50 0.0119 0.10 Q | | | | 1+55 0.0126 0.10 Q | | | | 2+ 0 0.0134 0.11 Q | | | | 2+ 5 0.0141 0.11 QV | | | | 2+10 0.0148 0.11 QV | | | | 2+15 0.0155 0.11 QV | | | | 2+20 0.0163 0.11 QV | | | | 2+25 0.0170 0.11 QV | | | | 2+30 0.0177 0.11 QV | | | | 2+35 0.0186 0.12 QV | | | | 2+40 0.0195 0.13 QV | | | | 2+45 0.0204 0.13 QV | | | | 2+50 0.0213 0.13 QV | | | | 2+55 0.0222 0.13 QV | | | | 3+ 0 0.0231 0.13 QV | | | | 3+ 5 0.0240 0.13 QV | | | | 3+10 0.0249 0.13 QV | | | | 3+15 0.0259 0.13 QV | | | | 3+20 0.0268 0.13 QV | | | | 3+25 0.0277 0.13 QV | | | | 3+30 0.0286 0.13 Q V | | | | 3+35 0.0295 0.13 Q V | | | | 3+40 0.0304 0.13 Q V | | | | 3+45 0.0313 0.13 Q V | | | | 3+50 0.0323 0.15 Q V | | | | 3+55 0.0334 0.16 Q V | | | | 4+ 0 0.0345 0.16 Q V | | | | 4+ 5 0.0356 0.16 Q V | | | | 4+10 0.0367 0.16 Q V | | | | 4+15 0.0378 0.16 Q V | | | | 4+20 0.0390 0.17 Q V | | | | 4+25 0.0403 0.18 Q V | | | | 4+30 0.0416 0.19 Q V | | | | 4+35 0.0428 0.19 Q V | | | | 4+40 0.0441 0.19 Q V | | | | 4+45 0.0454 0.19 Q V | | | | 4+50 0.0468 0.20 Q V | | | | 4+55 0.0482 0.21 Q V | | | | 5+ 0 0.0497 0.21 Q V | | | | 5+ 5 0.0509 0.18 Q V | | | | 5+10 0.0520 0.16 Q V | | | | 5+15 0.0531 0.16 Q V | | | | 5+20 0.0543 0.17 Q V | | | | 5+25 0.0556 0.18 Q V | | | | 5+30 0.0569 0.19 Q V | | | | 5+35 0.0583 0.20 Q V | | | | 5+40 0.0597 0.21 Q V | | | | 5+45 0.0612 0.21 Q V | | | | 5+50 0.0626 0.21 Q V | | | | 5+55 0.0641 0.21 Q V | | | | 6+ 0 0.0655 0.21 Q V | | | | 6+ 5 0.0671 0.23 Q V | | | | 6+10 0.0687 0.24 Q V | | | | 6+15 0.0704 0.24 Q V | | | | 6+20 0.0720 0.24 Q V | | | | 6+25 0.0737 0.24 Q V | | | | 6+30 0.0753 0.24 Q V | | | | 6+35 0.0771 0.25 |Q V | | | | 6+40 0.0789 0.26 |Q V | | | | 6+45 0.0807 0.26 |Q V | | | | 6+50 0.0825 0.26 |Q V | | | | 6+55 0.0843 0.26 |Q V | | | | 7+ 0 0.0862 0.26 |Q V | | | | 7+ 5 0.0880 0.26 |Q V | | | |   8    7+10 0.0898 0.26 |Q V | | | | 7+15 0.0916 0.26 |Q V | | | | 7+20 0.0936 0.28 |Q V | | | | 7+25 0.0956 0.29 |Q V | | | | 7+30 0.0976 0.29 |Q V | | | | 7+35 0.0997 0.31 |Q V | | | | 7+40 0.1019 0.32 |Q V | | | | 7+45 0.1041 0.32 |Q V | | | | 7+50 0.1064 0.33 |Q V | | | | 7+55 0.1087 0.34 |Q V | | | | 8+ 0 0.1111 0.34 |Q V | | | | 8+ 5 0.1137 0.38 |Q V | | | | 8+10 0.1164 0.39 |Q V | | | | 8+15 0.1191 0.40 |Q V | | | | 8+20 0.1219 0.40 |Q V | | | | 8+25 0.1246 0.40 |Q V| | | | 8+30 0.1273 0.40 |Q V| | | | 8+35 0.1302 0.41 |Q V| | | | 8+40 0.1331 0.42 |Q V| | | | 8+45 0.1360 0.42 |Q V| | | | 8+50 0.1390 0.44 |Q V | | | 8+55 0.1421 0.45 |Q V | | | 9+ 0 0.1452 0.45 |Q V | | | 9+ 5 0.1485 0.48 |Q V | | | 9+10 0.1520 0.50 | Q V | | | 9+15 0.1555 0.50 | Q |V | | | 9+20 0.1590 0.52 | Q |V | | | 9+25 0.1627 0.53 | Q |V | | | 9+30 0.1663 0.53 | Q | V | | | 9+35 0.1701 0.55 | Q | V | | | 9+40 0.1739 0.55 | Q | V | | | 9+45 0.1777 0.56 | Q | V | | | 9+50 0.1817 0.57 | Q | V | | | 9+55 0.1857 0.58 | Q | V | | | 10+ 0 0.1897 0.58 | Q | V | | | 10+ 5 0.1929 0.47 |Q | V | | | 10+10 0.1957 0.41 |Q | V | | | 10+15 0.1984 0.40 |Q | V | | | 10+20 0.2012 0.40 |Q | V | | | 10+25 0.2039 0.40 |Q | V | | | 10+30 0.2066 0.40 |Q | V | | | 10+35 0.2099 0.48 |Q | V | | | 10+40 0.2135 0.52 | Q | V | | | 10+45 0.2172 0.53 | Q | V | | | 10+50 0.2208 0.53 | Q | V | | | 10+55 0.2245 0.53 | Q | V | | | 11+ 0 0.2281 0.53 | Q | V | | | 11+ 5 0.2317 0.51 | Q | V | | | 11+10 0.2351 0.50 | Q | V | | | 11+15 0.2386 0.50 | Q | V | | | 11+20 0.2421 0.50 | Q | V | | | 11+25 0.2455 0.50 | Q | V | | | 11+30 0.2490 0.50 | Q | V | | | 11+35 0.2522 0.47 |Q | V | | | 11+40 0.2553 0.45 |Q | V | | | 11+45 0.2584 0.45 |Q | V | | | 11+50 0.2617 0.47 |Q | V | | | 11+55 0.2649 0.48 |Q | V| | | 12+ 0 0.2682 0.48 |Q | V| | | 12+ 5 0.2723 0.59 | Q | V| | | 12+10 0.2768 0.65 | Q | V| | | 12+15 0.2813 0.66 | Q | V | | 12+20 0.2860 0.68 | Q | V | | 12+25 0.2907 0.69 | Q | |V | | 12+30 0.2955 0.69 | Q | |V | | 12+35 0.3004 0.72 | Q | |V | | 12+40 0.3055 0.74 | Q | | V | | 12+45 0.3106 0.74 | Q | | V | | 12+50 0.3158 0.76 | Q | | V | | 12+55 0.3211 0.77 | Q | | V | | 13+ 0 0.3264 0.77 | Q | | V | |   9    13+ 5 0.3328 0.93 | Q | | V | | 13+10 0.3400 1.04 | Q | | V | | 13+15 0.3472 1.06 | Q | | V | | 13+20 0.3546 1.06 | Q | | V | | 13+25 0.3620 1.07 | Q | | V | | 13+30 0.3694 1.08 | Q | | V | | 13+35 0.3749 0.80 | Q | | V | | 13+40 0.3792 0.63 | Q | | V | | 13+45 0.3834 0.61 | Q | | V | | 13+50 0.3876 0.61 | Q | | V | | 13+55 0.3918 0.61 | Q | | V | | 14+ 0 0.3960 0.61 | Q | | V | | 14+ 5 0.4006 0.67 | Q | | V | | 14+10 0.4055 0.71 | Q | | V| | 14+15 0.4104 0.71 | Q | | V| | 14+20 0.4153 0.70 | Q | | V| | 14+25 0.4200 0.69 | Q | | V | 14+30 0.4247 0.69 | Q | | V | 14+35 0.4295 0.69 | Q | | |V | 14+40 0.4342 0.69 | Q | | |V | 14+45 0.4390 0.69 | Q | | |V | 14+50 0.4436 0.67 | Q | | | V | 14+55 0.4482 0.66 | Q | | | V | 15+ 0 0.4527 0.66 | Q | | | V | 15+ 5 0.4572 0.65 | Q | | | V | 15+10 0.4616 0.64 | Q | | | V | 15+15 0.4659 0.64 | Q | | | V | 15+20 0.4702 0.62 | Q | | | V | 15+25 0.4744 0.61 | Q | | | V | 15+30 0.4786 0.61 | Q | | | V | 15+35 0.4823 0.54 | Q | | | V | 15+40 0.4858 0.51 | Q | | | V | 15+45 0.4893 0.50 | Q | | | V | 15+50 0.4928 0.50 | Q | | | V | 15+55 0.4962 0.50 | Q | | | V | 16+ 0 0.4997 0.50 | Q | | | V | 16+ 5 0.5015 0.26 |Q | | | V | 16+10 0.5023 0.12 Q | | | V | 16+15 0.5031 0.11 Q | | | V | 16+20 0.5038 0.11 Q | | | V | 16+25 0.5045 0.11 Q | | | V | 16+30 0.5053 0.11 Q | | | V | 16+35 0.5059 0.09 Q | | | V | 16+40 0.5064 0.08 Q | | | V | 16+45 0.5070 0.08 Q | | | V | 16+50 0.5075 0.08 Q | | | V | 16+55 0.5081 0.08 Q | | | V | 17+ 0 0.5086 0.08 Q | | | V | 17+ 5 0.5094 0.11 Q | | | V | 17+10 0.5103 0.13 Q | | | V | 17+15 0.5112 0.13 Q | | | V | 17+20 0.5121 0.13 Q | | | V | 17+25 0.5130 0.13 Q | | | V | 17+30 0.5139 0.13 Q | | | V | 17+35 0.5148 0.13 Q | | | V | 17+40 0.5158 0.13 Q | | | V | 17+45 0.5167 0.13 Q | | | V | 17+50 0.5175 0.12 Q | | | V | 17+55 0.5182 0.11 Q | | | V | 18+ 0 0.5189 0.11 Q | | | V | 18+ 5 0.5197 0.11 Q | | | V | 18+10 0.5204 0.11 Q | | | V | 18+15 0.5211 0.11 Q | | | V | 18+20 0.5218 0.11 Q | | | V | 18+25 0.5226 0.11 Q | | | V | 18+30 0.5233 0.11 Q | | | V | 18+35 0.5239 0.09 Q | | | V | 18+40 0.5245 0.08 Q | | | V | 18+45 0.5250 0.08 Q | | | V | 18+50 0.5255 0.06 Q | | | V | 18+55 0.5258 0.05 Q | | | V |   10    19+ 0 0.5262 0.05 Q | | | V | 19+ 5 0.5267 0.07 Q | | | V | 19+10 0.5272 0.08 Q | | | V | 19+15 0.5278 0.08 Q | | | V | 19+20 0.5284 0.10 Q | | | V | 19+25 0.5291 0.10 Q | | | V | 19+30 0.5299 0.11 Q | | | V | 19+35 0.5305 0.09 Q | | | V | 19+40 0.5310 0.08 Q | | | V | 19+45 0.5316 0.08 Q | | | V | 19+50 0.5320 0.06 Q | | | V | 19+55 0.5324 0.05 Q | | | V | 20+ 0 0.5328 0.05 Q | | | V | 20+ 5 0.5332 0.07 Q | | | V | 20+10 0.5338 0.08 Q | | | V | 20+15 0.5343 0.08 Q | | | V | 20+20 0.5349 0.08 Q | | | V | 20+25 0.5354 0.08 Q | | | V | 20+30 0.5360 0.08 Q | | | V | 20+35 0.5365 0.08 Q | | | V | 20+40 0.5371 0.08 Q | | | V | 20+45 0.5376 0.08 Q | | | V | 20+50 0.5380 0.06 Q | | | V | 20+55 0.5384 0.05 Q | | | V | 21+ 0 0.5388 0.05 Q | | | V | 21+ 5 0.5393 0.07 Q | | | V | 21+10 0.5398 0.08 Q | | | V | 21+15 0.5403 0.08 Q | | | V| 21+20 0.5408 0.06 Q | | | V| 21+25 0.5411 0.05 Q | | | V| 21+30 0.5415 0.05 Q | | | V| 21+35 0.5420 0.07 Q | | | V| 21+40 0.5425 0.08 Q | | | V| 21+45 0.5431 0.08 Q | | | V| 21+50 0.5435 0.06 Q | | | V| 21+55 0.5439 0.05 Q | | | V| 22+ 0 0.5442 0.05 Q | | | V| 22+ 5 0.5447 0.07 Q | | | V| 22+10 0.5453 0.08 Q | | | V| 22+15 0.5458 0.08 Q | | | V| 22+20 0.5462 0.06 Q | | | V| 22+25 0.5466 0.05 Q | | | V| 22+30 0.5470 0.05 Q | | | V| 22+35 0.5473 0.05 Q | | | V| 22+40 0.5477 0.05 Q | | | V| 22+45 0.5481 0.05 Q | | | V| 22+50 0.5484 0.05 Q | | | V| 22+55 0.5488 0.05 Q | | | V| 23+ 0 0.5492 0.05 Q | | | V| 23+ 5 0.5495 0.05 Q | | | V| 23+10 0.5499 0.05 Q | | | V| 23+15 0.5503 0.05 Q | | | V| 23+20 0.5506 0.05 Q | | | V| 23+25 0.5510 0.05 Q | | | V| 23+30 0.5514 0.05 Q | | | V| 23+35 0.5517 0.05 Q | | | V| 23+40 0.5521 0.05 Q | | | V| 23+45 0.5525 0.05 Q | | | V| 23+50 0.5528 0.05 Q | | | V| 23+55 0.5532 0.05 Q | | | V| 24+ 0 0.5535 0.05 Q | | | V| 24+ 5 0.5537 0.02 Q | | | V| 24+10 0.5537 0.00 Q | | | V ----------------------------------------------------------------------- 100-YEAR, 1-HOUR   1    U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 11/21/13 File: ARA1100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH FOR ONSITE AREA POST-PROJECT CONDITION FN: ARA -------------------------------------------------------------------- Drainage Area = 6.50(Ac.) = 0.010 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 6.50(Ac.) = 0.010 Sq. Mi. Length along longest watercourse = 1090.00(Ft.) Length along longest watercourse measured to centroid = 318.00(Ft.) Length along longest watercourse = 0.206 Mi. Length along longest watercourse measured to centroid = 0.060 Mi. Difference in elevation = 47.00(Ft.) Slope along watercourse = 227.6697 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.024 Hr. Lag time = 1.45 Min. 25% of lag time = 0.36 Min. 40% of lag time = 0.58 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.50 0.55 3.58 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.50 1.30 8.45 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 0.550(In) Area Averaged 100-Year Rainfall = 1.300(In) Point rain (area averaged) = 1.300(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 1.300(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 6.500 66.20 0.280 Total Area Entered = 6.50(Ac.)   2    RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 66.2 66.2 0.403 0.280 0.301 1.000 0.301 Sum (F) = 0.301 Area averaged mean soil loss (F) (In/Hr) = 0.301 Minimum soil loss rate ((In/Hr)) = 0.151 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.676 --------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5500 ---------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 343.923 60.784 3.982 2 0.167 687.847 34.830 2.282 3 0.250 1031.770 4.386 0.287 Sum = 100.000 Sum= 6.551 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 3.30 0.515 0.301 ( 0.348) 0.213 2 0.17 4.20 0.655 0.301 ( 0.443) 0.354 3 0.25 4.40 0.686 0.301 ( 0.464) 0.385 4 0.33 4.80 0.749 0.301 ( 0.506) 0.447 5 0.42 5.20 0.811 0.301 ( 0.548) 0.510 6 0.50 6.20 0.967 0.301 ( 0.654) 0.666 7 0.58 6.80 1.061 0.301 ( 0.717) 0.759 8 0.67 8.80 1.373 0.301 ( 0.928) 1.071 9 0.75 13.90 2.168 0.301 ( 1.466) 1.867 10 0.83 31.40 4.898 0.301 ( 3.311) 4.597 11 0.92 7.20 1.123 0.301 ( 0.759) 0.822 12 1.00 3.80 0.593 0.301 ( 0.401) 0.291 (Loss Rate Not Used) Sum = 100.0 Sum = 12.0 Flood volume = Effective rainfall 1.00(In) times area 6.5(Ac.)/[(In)/(Ft.)] = 0.5(Ac.Ft) Total soil loss = 0.30(In) Total soil loss = 0.163(Ac.Ft) Total rainfall = 1.30(In) Flood volume = 23558.4 Cubic Feet Total soil loss = 7113.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 22.882(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0059 0.85 VQ | | | | 0+10 0.0189 1.90 |VQ | | | | 0+15 0.0355 2.40 | VQ | | | | 0+20 0.0545 2.76 | QV | | | |   3    0+25 0.0763 3.16 | QV | | | | 0+30 0.1034 3.94 | Q V | | | | 0+35 0.1357 4.69 | Q V | | | 0+40 0.1784 6.19 | Q | V | | | 0+45 0.2479 10.10 | | Q V | | | 0+50 0.4055 22.88 | | | VQ | 0+55 0.5040 14.30 | | Q| | V | 1+ 0 0.5340 4.36 | Q | | | V| 1+ 5 0.5403 0.90 |Q | | | V| 1+10 0.5408 0.08 Q | | | V| ----------------------------------------------------------------------- APPENDIX D.2: UNIT HYDROGRAPH ANALYSES, AREA “B” 2-YEAR, 24-HOUR   1    U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/10/13 File: ARB242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH FOR THE OPEN SPACE AREA POST-PROJECT CONDITION FN: ARB -------------------------------------------------------------------- Drainage Area = 2.40(Ac.) = 0.004 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.40(Ac.) = 0.004 Sq. Mi. Length along longest watercourse = 930.00(Ft.) Length along longest watercourse measured to centroid = 451.00(Ft.) Length along longest watercourse = 0.176 Mi. Length along longest watercourse measured to centroid = 0.085 Mi. Difference in elevation = 19.00(Ft.) Slope along watercourse = 107.8710 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.060 Hr. Lag time = 3.60 Min. 25% of lag time = 0.90 Min. 40% of lag time = 1.44 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.40 1.80 4.32 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.40 5.00 12.00 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.800(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.400 82.93 0.000 Total Area Entered = 2.40(Ac.)   2    RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 82.9 67.1 0.393 0.000 0.393 1.000 0.393 Sum (F) = 0.393 Area averaged mean soil loss (F) (In/Hr) = 0.393 Minimum soil loss rate ((In/Hr)) = 0.197 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 138.781 30.361 0.734 2 0.167 277.562 47.785 1.156 3 0.250 416.342 11.884 0.287 4 0.333 555.123 5.246 0.127 5 0.417 693.904 2.811 0.068 6 0.500 832.685 1.914 0.046 Sum = 100.000 Sum= 2.419 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.014 ( 0.697) 0.013 0.001 2 0.17 0.07 0.014 ( 0.695) 0.013 0.001 3 0.25 0.07 0.014 ( 0.692) 0.013 0.001 4 0.33 0.10 0.022 ( 0.689) 0.019 0.002 5 0.42 0.10 0.022 ( 0.686) 0.019 0.002 6 0.50 0.10 0.022 ( 0.684) 0.019 0.002 7 0.58 0.10 0.022 ( 0.681) 0.019 0.002 8 0.67 0.10 0.022 ( 0.678) 0.019 0.002 9 0.75 0.10 0.022 ( 0.676) 0.019 0.002 10 0.83 0.13 0.029 ( 0.673) 0.026 0.003 11 0.92 0.13 0.029 ( 0.670) 0.026 0.003 12 1.00 0.13 0.029 ( 0.668) 0.026 0.003 13 1.08 0.10 0.022 ( 0.665) 0.019 0.002 14 1.17 0.10 0.022 ( 0.663) 0.019 0.002 15 1.25 0.10 0.022 ( 0.660) 0.019 0.002 16 1.33 0.10 0.022 ( 0.657) 0.019 0.002 17 1.42 0.10 0.022 ( 0.655) 0.019 0.002 18 1.50 0.10 0.022 ( 0.652) 0.019 0.002 19 1.58 0.10 0.022 ( 0.649) 0.019 0.002 20 1.67 0.10 0.022 ( 0.647) 0.019 0.002 21 1.75 0.10 0.022 ( 0.644) 0.019 0.002 22 1.83 0.13 0.029 ( 0.642) 0.026 0.003 23 1.92 0.13 0.029 ( 0.639) 0.026 0.003 24 2.00 0.13 0.029 ( 0.637) 0.026 0.003 25 2.08 0.13 0.029 ( 0.634) 0.026 0.003 26 2.17 0.13 0.029 ( 0.631) 0.026 0.003 27 2.25 0.13 0.029 ( 0.629) 0.026 0.003 28 2.33 0.13 0.029 ( 0.626) 0.026 0.003 29 2.42 0.13 0.029 ( 0.624) 0.026 0.003 30 2.50 0.13 0.029 ( 0.621) 0.026 0.003 31 2.58 0.17 0.036 ( 0.619) 0.032 0.004 32 2.67 0.17 0.036 ( 0.616) 0.032 0.004 33 2.75 0.17 0.036 ( 0.614) 0.032 0.004 34 2.83 0.17 0.036 ( 0.611) 0.032 0.004 35 2.92 0.17 0.036 ( 0.608) 0.032 0.004 36 3.00 0.17 0.036 ( 0.606) 0.032 0.004   3    37 3.08 0.17 0.036 ( 0.603) 0.032 0.004 38 3.17 0.17 0.036 ( 0.601) 0.032 0.004 39 3.25 0.17 0.036 ( 0.598) 0.032 0.004 40 3.33 0.17 0.036 ( 0.596) 0.032 0.004 41 3.42 0.17 0.036 ( 0.593) 0.032 0.004 42 3.50 0.17 0.036 ( 0.591) 0.032 0.004 43 3.58 0.17 0.036 ( 0.589) 0.032 0.004 44 3.67 0.17 0.036 ( 0.586) 0.032 0.004 45 3.75 0.17 0.036 ( 0.584) 0.032 0.004 46 3.83 0.20 0.043 ( 0.581) 0.039 0.004 47 3.92 0.20 0.043 ( 0.579) 0.039 0.004 48 4.00 0.20 0.043 ( 0.576) 0.039 0.004 49 4.08 0.20 0.043 ( 0.574) 0.039 0.004 50 4.17 0.20 0.043 ( 0.571) 0.039 0.004 51 4.25 0.20 0.043 ( 0.569) 0.039 0.004 52 4.33 0.23 0.050 ( 0.566) 0.045 0.005 53 4.42 0.23 0.050 ( 0.564) 0.045 0.005 54 4.50 0.23 0.050 ( 0.562) 0.045 0.005 55 4.58 0.23 0.050 ( 0.559) 0.045 0.005 56 4.67 0.23 0.050 ( 0.557) 0.045 0.005 57 4.75 0.23 0.050 ( 0.554) 0.045 0.005 58 4.83 0.27 0.058 ( 0.552) 0.052 0.006 59 4.92 0.27 0.058 ( 0.550) 0.052 0.006 60 5.00 0.27 0.058 ( 0.547) 0.052 0.006 61 5.08 0.20 0.043 ( 0.545) 0.039 0.004 62 5.17 0.20 0.043 ( 0.543) 0.039 0.004 63 5.25 0.20 0.043 ( 0.540) 0.039 0.004 64 5.33 0.23 0.050 ( 0.538) 0.045 0.005 65 5.42 0.23 0.050 ( 0.535) 0.045 0.005 66 5.50 0.23 0.050 ( 0.533) 0.045 0.005 67 5.58 0.27 0.058 ( 0.531) 0.052 0.006 68 5.67 0.27 0.058 ( 0.528) 0.052 0.006 69 5.75 0.27 0.058 ( 0.526) 0.052 0.006 70 5.83 0.27 0.058 ( 0.524) 0.052 0.006 71 5.92 0.27 0.058 ( 0.521) 0.052 0.006 72 6.00 0.27 0.058 ( 0.519) 0.052 0.006 73 6.08 0.30 0.065 ( 0.517) 0.058 0.006 74 6.17 0.30 0.065 ( 0.515) 0.058 0.006 75 6.25 0.30 0.065 ( 0.512) 0.058 0.006 76 6.33 0.30 0.065 ( 0.510) 0.058 0.006 77 6.42 0.30 0.065 ( 0.508) 0.058 0.006 78 6.50 0.30 0.065 ( 0.505) 0.058 0.006 79 6.58 0.33 0.072 ( 0.503) 0.065 0.007 80 6.67 0.33 0.072 ( 0.501) 0.065 0.007 81 6.75 0.33 0.072 ( 0.499) 0.065 0.007 82 6.83 0.33 0.072 ( 0.496) 0.065 0.007 83 6.92 0.33 0.072 ( 0.494) 0.065 0.007 84 7.00 0.33 0.072 ( 0.492) 0.065 0.007 85 7.08 0.33 0.072 ( 0.490) 0.065 0.007 86 7.17 0.33 0.072 ( 0.487) 0.065 0.007 87 7.25 0.33 0.072 ( 0.485) 0.065 0.007 88 7.33 0.37 0.079 ( 0.483) 0.071 0.008 89 7.42 0.37 0.079 ( 0.481) 0.071 0.008 90 7.50 0.37 0.079 ( 0.479) 0.071 0.008 91 7.58 0.40 0.086 ( 0.476) 0.078 0.009 92 7.67 0.40 0.086 ( 0.474) 0.078 0.009 93 7.75 0.40 0.086 ( 0.472) 0.078 0.009 94 7.83 0.43 0.094 ( 0.470) 0.084 0.009 95 7.92 0.43 0.094 ( 0.468) 0.084 0.009 96 8.00 0.43 0.094 ( 0.465) 0.084 0.009 97 8.08 0.50 0.108 ( 0.463) 0.097 0.011 98 8.17 0.50 0.108 ( 0.461) 0.097 0.011 99 8.25 0.50 0.108 ( 0.459) 0.097 0.011 100 8.33 0.50 0.108 ( 0.457) 0.097 0.011 101 8.42 0.50 0.108 ( 0.455) 0.097 0.011 102 8.50 0.50 0.108 ( 0.453) 0.097 0.011 103 8.58 0.53 0.115 ( 0.450) 0.104 0.012 104 8.67 0.53 0.115 ( 0.448) 0.104 0.012 105 8.75 0.53 0.115 ( 0.446) 0.104 0.012 106 8.83 0.57 0.122 ( 0.444) 0.110 0.012 107 8.92 0.57 0.122 ( 0.442) 0.110 0.012   4    108 9.00 0.57 0.122 ( 0.440) 0.110 0.012 109 9.08 0.63 0.137 ( 0.438) 0.123 0.014 110 9.17 0.63 0.137 ( 0.436) 0.123 0.014 111 9.25 0.63 0.137 ( 0.434) 0.123 0.014 112 9.33 0.67 0.144 ( 0.432) 0.130 0.014 113 9.42 0.67 0.144 ( 0.430) 0.130 0.014 114 9.50 0.67 0.144 ( 0.428) 0.130 0.014 115 9.58 0.70 0.151 ( 0.425) 0.136 0.015 116 9.67 0.70 0.151 ( 0.423) 0.136 0.015 117 9.75 0.70 0.151 ( 0.421) 0.136 0.015 118 9.83 0.73 0.158 ( 0.419) 0.143 0.016 119 9.92 0.73 0.158 ( 0.417) 0.143 0.016 120 10.00 0.73 0.158 ( 0.415) 0.143 0.016 121 10.08 0.50 0.108 ( 0.413) 0.097 0.011 122 10.17 0.50 0.108 ( 0.411) 0.097 0.011 123 10.25 0.50 0.108 ( 0.409) 0.097 0.011 124 10.33 0.50 0.108 ( 0.407) 0.097 0.011 125 10.42 0.50 0.108 ( 0.405) 0.097 0.011 126 10.50 0.50 0.108 ( 0.403) 0.097 0.011 127 10.58 0.67 0.144 ( 0.401) 0.130 0.014 128 10.67 0.67 0.144 ( 0.399) 0.130 0.014 129 10.75 0.67 0.144 ( 0.397) 0.130 0.014 130 10.83 0.67 0.144 ( 0.396) 0.130 0.014 131 10.92 0.67 0.144 ( 0.394) 0.130 0.014 132 11.00 0.67 0.144 ( 0.392) 0.130 0.014 133 11.08 0.63 0.137 ( 0.390) 0.123 0.014 134 11.17 0.63 0.137 ( 0.388) 0.123 0.014 135 11.25 0.63 0.137 ( 0.386) 0.123 0.014 136 11.33 0.63 0.137 ( 0.384) 0.123 0.014 137 11.42 0.63 0.137 ( 0.382) 0.123 0.014 138 11.50 0.63 0.137 ( 0.380) 0.123 0.014 139 11.58 0.57 0.122 ( 0.378) 0.110 0.012 140 11.67 0.57 0.122 ( 0.376) 0.110 0.012 141 11.75 0.57 0.122 ( 0.375) 0.110 0.012 142 11.83 0.60 0.130 ( 0.373) 0.117 0.013 143 11.92 0.60 0.130 ( 0.371) 0.117 0.013 144 12.00 0.60 0.130 ( 0.369) 0.117 0.013 145 12.08 0.83 0.180 ( 0.367) 0.162 0.018 146 12.17 0.83 0.180 ( 0.365) 0.162 0.018 147 12.25 0.83 0.180 ( 0.363) 0.162 0.018 148 12.33 0.87 0.187 ( 0.362) 0.168 0.019 149 12.42 0.87 0.187 ( 0.360) 0.168 0.019 150 12.50 0.87 0.187 ( 0.358) 0.168 0.019 151 12.58 0.93 0.202 ( 0.356) 0.181 0.020 152 12.67 0.93 0.202 ( 0.354) 0.181 0.020 153 12.75 0.93 0.202 ( 0.353) 0.181 0.020 154 12.83 0.97 0.209 ( 0.351) 0.188 0.021 155 12.92 0.97 0.209 ( 0.349) 0.188 0.021 156 13.00 0.97 0.209 ( 0.347) 0.188 0.021 157 13.08 1.13 0.245 ( 0.346) 0.220 0.024 158 13.17 1.13 0.245 ( 0.344) 0.220 0.024 159 13.25 1.13 0.245 ( 0.342) 0.220 0.024 160 13.33 1.13 0.245 ( 0.340) 0.220 0.024 161 13.42 1.13 0.245 ( 0.339) 0.220 0.024 162 13.50 1.13 0.245 ( 0.337) 0.220 0.024 163 13.58 0.77 0.166 ( 0.335) 0.149 0.017 164 13.67 0.77 0.166 ( 0.333) 0.149 0.017 165 13.75 0.77 0.166 ( 0.332) 0.149 0.017 166 13.83 0.77 0.166 ( 0.330) 0.149 0.017 167 13.92 0.77 0.166 ( 0.328) 0.149 0.017 168 14.00 0.77 0.166 ( 0.327) 0.149 0.017 169 14.08 0.90 0.194 ( 0.325) 0.175 0.019 170 14.17 0.90 0.194 ( 0.323) 0.175 0.019 171 14.25 0.90 0.194 ( 0.322) 0.175 0.019 172 14.33 0.87 0.187 ( 0.320) 0.168 0.019 173 14.42 0.87 0.187 ( 0.318) 0.168 0.019 174 14.50 0.87 0.187 ( 0.317) 0.168 0.019 175 14.58 0.87 0.187 ( 0.315) 0.168 0.019 176 14.67 0.87 0.187 ( 0.314) 0.168 0.019 177 14.75 0.87 0.187 ( 0.312) 0.168 0.019 178 14.83 0.83 0.180 ( 0.310) 0.162 0.018   5    179 14.92 0.83 0.180 ( 0.309) 0.162 0.018 180 15.00 0.83 0.180 ( 0.307) 0.162 0.018 181 15.08 0.80 0.173 ( 0.306) 0.156 0.017 182 15.17 0.80 0.173 ( 0.304) 0.156 0.017 183 15.25 0.80 0.173 ( 0.302) 0.156 0.017 184 15.33 0.77 0.166 ( 0.301) 0.149 0.017 185 15.42 0.77 0.166 ( 0.299) 0.149 0.017 186 15.50 0.77 0.166 ( 0.298) 0.149 0.017 187 15.58 0.63 0.137 ( 0.296) 0.123 0.014 188 15.67 0.63 0.137 ( 0.295) 0.123 0.014 189 15.75 0.63 0.137 ( 0.293) 0.123 0.014 190 15.83 0.63 0.137 ( 0.292) 0.123 0.014 191 15.92 0.63 0.137 ( 0.290) 0.123 0.014 192 16.00 0.63 0.137 ( 0.289) 0.123 0.014 193 16.08 0.13 0.029 ( 0.287) 0.026 0.003 194 16.17 0.13 0.029 ( 0.286) 0.026 0.003 195 16.25 0.13 0.029 ( 0.284) 0.026 0.003 196 16.33 0.13 0.029 ( 0.283) 0.026 0.003 197 16.42 0.13 0.029 ( 0.282) 0.026 0.003 198 16.50 0.13 0.029 ( 0.280) 0.026 0.003 199 16.58 0.10 0.022 ( 0.279) 0.019 0.002 200 16.67 0.10 0.022 ( 0.277) 0.019 0.002 201 16.75 0.10 0.022 ( 0.276) 0.019 0.002 202 16.83 0.10 0.022 ( 0.274) 0.019 0.002 203 16.92 0.10 0.022 ( 0.273) 0.019 0.002 204 17.00 0.10 0.022 ( 0.272) 0.019 0.002 205 17.08 0.17 0.036 ( 0.270) 0.032 0.004 206 17.17 0.17 0.036 ( 0.269) 0.032 0.004 207 17.25 0.17 0.036 ( 0.268) 0.032 0.004 208 17.33 0.17 0.036 ( 0.266) 0.032 0.004 209 17.42 0.17 0.036 ( 0.265) 0.032 0.004 210 17.50 0.17 0.036 ( 0.264) 0.032 0.004 211 17.58 0.17 0.036 ( 0.262) 0.032 0.004 212 17.67 0.17 0.036 ( 0.261) 0.032 0.004 213 17.75 0.17 0.036 ( 0.260) 0.032 0.004 214 17.83 0.13 0.029 ( 0.258) 0.026 0.003 215 17.92 0.13 0.029 ( 0.257) 0.026 0.003 216 18.00 0.13 0.029 ( 0.256) 0.026 0.003 217 18.08 0.13 0.029 ( 0.255) 0.026 0.003 218 18.17 0.13 0.029 ( 0.253) 0.026 0.003 219 18.25 0.13 0.029 ( 0.252) 0.026 0.003 220 18.33 0.13 0.029 ( 0.251) 0.026 0.003 221 18.42 0.13 0.029 ( 0.250) 0.026 0.003 222 18.50 0.13 0.029 ( 0.248) 0.026 0.003 223 18.58 0.10 0.022 ( 0.247) 0.019 0.002 224 18.67 0.10 0.022 ( 0.246) 0.019 0.002 225 18.75 0.10 0.022 ( 0.245) 0.019 0.002 226 18.83 0.07 0.014 ( 0.244) 0.013 0.001 227 18.92 0.07 0.014 ( 0.242) 0.013 0.001 228 19.00 0.07 0.014 ( 0.241) 0.013 0.001 229 19.08 0.10 0.022 ( 0.240) 0.019 0.002 230 19.17 0.10 0.022 ( 0.239) 0.019 0.002 231 19.25 0.10 0.022 ( 0.238) 0.019 0.002 232 19.33 0.13 0.029 ( 0.237) 0.026 0.003 233 19.42 0.13 0.029 ( 0.236) 0.026 0.003 234 19.50 0.13 0.029 ( 0.235) 0.026 0.003 235 19.58 0.10 0.022 ( 0.234) 0.019 0.002 236 19.67 0.10 0.022 ( 0.233) 0.019 0.002 237 19.75 0.10 0.022 ( 0.231) 0.019 0.002 238 19.83 0.07 0.014 ( 0.230) 0.013 0.001 239 19.92 0.07 0.014 ( 0.229) 0.013 0.001 240 20.00 0.07 0.014 ( 0.228) 0.013 0.001 241 20.08 0.10 0.022 ( 0.227) 0.019 0.002 242 20.17 0.10 0.022 ( 0.226) 0.019 0.002 243 20.25 0.10 0.022 ( 0.225) 0.019 0.002 244 20.33 0.10 0.022 ( 0.224) 0.019 0.002 245 20.42 0.10 0.022 ( 0.223) 0.019 0.002 246 20.50 0.10 0.022 ( 0.223) 0.019 0.002 247 20.58 0.10 0.022 ( 0.222) 0.019 0.002 248 20.67 0.10 0.022 ( 0.221) 0.019 0.002 249 20.75 0.10 0.022 ( 0.220) 0.019 0.002   6    250 20.83 0.07 0.014 ( 0.219) 0.013 0.001 251 20.92 0.07 0.014 ( 0.218) 0.013 0.001 252 21.00 0.07 0.014 ( 0.217) 0.013 0.001 253 21.08 0.10 0.022 ( 0.216) 0.019 0.002 254 21.17 0.10 0.022 ( 0.215) 0.019 0.002 255 21.25 0.10 0.022 ( 0.215) 0.019 0.002 256 21.33 0.07 0.014 ( 0.214) 0.013 0.001 257 21.42 0.07 0.014 ( 0.213) 0.013 0.001 258 21.50 0.07 0.014 ( 0.212) 0.013 0.001 259 21.58 0.10 0.022 ( 0.211) 0.019 0.002 260 21.67 0.10 0.022 ( 0.211) 0.019 0.002 261 21.75 0.10 0.022 ( 0.210) 0.019 0.002 262 21.83 0.07 0.014 ( 0.209) 0.013 0.001 263 21.92 0.07 0.014 ( 0.208) 0.013 0.001 264 22.00 0.07 0.014 ( 0.208) 0.013 0.001 265 22.08 0.10 0.022 ( 0.207) 0.019 0.002 266 22.17 0.10 0.022 ( 0.206) 0.019 0.002 267 22.25 0.10 0.022 ( 0.206) 0.019 0.002 268 22.33 0.07 0.014 ( 0.205) 0.013 0.001 269 22.42 0.07 0.014 ( 0.204) 0.013 0.001 270 22.50 0.07 0.014 ( 0.204) 0.013 0.001 271 22.58 0.07 0.014 ( 0.203) 0.013 0.001 272 22.67 0.07 0.014 ( 0.203) 0.013 0.001 273 22.75 0.07 0.014 ( 0.202) 0.013 0.001 274 22.83 0.07 0.014 ( 0.202) 0.013 0.001 275 22.92 0.07 0.014 ( 0.201) 0.013 0.001 276 23.00 0.07 0.014 ( 0.201) 0.013 0.001 277 23.08 0.07 0.014 ( 0.200) 0.013 0.001 278 23.17 0.07 0.014 ( 0.200) 0.013 0.001 279 23.25 0.07 0.014 ( 0.199) 0.013 0.001 280 23.33 0.07 0.014 ( 0.199) 0.013 0.001 281 23.42 0.07 0.014 ( 0.198) 0.013 0.001 282 23.50 0.07 0.014 ( 0.198) 0.013 0.001 283 23.58 0.07 0.014 ( 0.198) 0.013 0.001 284 23.67 0.07 0.014 ( 0.197) 0.013 0.001 285 23.75 0.07 0.014 ( 0.197) 0.013 0.001 286 23.83 0.07 0.014 ( 0.197) 0.013 0.001 287 23.92 0.07 0.014 ( 0.197) 0.013 0.001 288 24.00 0.07 0.014 ( 0.197) 0.013 0.001 (Loss Rate Not Used) Sum = 100.0 Sum = 2.2 Flood volume = Effective rainfall 0.18(In) times area 2.4(Ac.)/[(In)/(Ft.)] = 0.0(Ac.Ft) Total soil loss = 1.62(In) Total soil loss = 0.324(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 1568.2 Cubic Feet Total soil loss = 14113.4 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.059(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q | | | | 0+10 0.0000 0.00 Q | | | | 0+15 0.0000 0.00 Q | | | | 0+20 0.0001 0.00 Q | | | | 0+25 0.0001 0.00 Q | | | | 0+30 0.0001 0.01 Q | | | | 0+35 0.0002 0.01 Q | | | | 0+40 0.0002 0.01 Q | | | | 0+45 0.0002 0.01 Q | | | | 0+50 0.0003 0.01 Q | | | | 0+55 0.0003 0.01 Q | | | |   7    1+ 0 0.0004 0.01 Q | | | | 1+ 5 0.0004 0.01 Q | | | | 1+10 0.0005 0.01 Q | | | | 1+15 0.0005 0.01 Q | | | | 1+20 0.0005 0.01 Q | | | | 1+25 0.0006 0.01 Q | | | | 1+30 0.0006 0.01 Q | | | | 1+35 0.0006 0.01 Q | | | | 1+40 0.0007 0.01 Q | | | | 1+45 0.0007 0.01 Q | | | | 1+50 0.0008 0.01 Q | | | | 1+55 0.0008 0.01 Q | | | | 2+ 0 0.0008 0.01 Q | | | | 2+ 5 0.0009 0.01 Q | | | | 2+10 0.0009 0.01 QV | | | | 2+15 0.0010 0.01 QV | | | | 2+20 0.0010 0.01 QV | | | | 2+25 0.0011 0.01 QV | | | | 2+30 0.0011 0.01 QV | | | | 2+35 0.0012 0.01 QV | | | | 2+40 0.0012 0.01 QV | | | | 2+45 0.0013 0.01 QV | | | | 2+50 0.0014 0.01 QV | | | | 2+55 0.0014 0.01 QV | | | | 3+ 0 0.0015 0.01 QV | | | | 3+ 5 0.0015 0.01 QV | | | | 3+10 0.0016 0.01 QV | | | | 3+15 0.0017 0.01 QV | | | | 3+20 0.0017 0.01 QV | | | | 3+25 0.0018 0.01 QV | | | | 3+30 0.0018 0.01 Q V | | | | 3+35 0.0019 0.01 Q V | | | | 3+40 0.0020 0.01 Q V | | | | 3+45 0.0020 0.01 Q V | | | | 3+50 0.0021 0.01 Q V | | | | 3+55 0.0022 0.01 Q V | | | | 4+ 0 0.0022 0.01 Q V | | | | 4+ 5 0.0023 0.01 Q V | | | | 4+10 0.0024 0.01 Q V | | | | 4+15 0.0024 0.01 Q V | | | | 4+20 0.0025 0.01 Q V | | | | 4+25 0.0026 0.01 Q V | | | | 4+30 0.0027 0.01 Q V | | | | 4+35 0.0028 0.01 Q V | | | | 4+40 0.0028 0.01 Q V | | | | 4+45 0.0029 0.01 Q V | | | | 4+50 0.0030 0.01 Q V | | | | 4+55 0.0031 0.01 Q V | | | | 5+ 0 0.0032 0.01 Q V | | | | 5+ 5 0.0033 0.01 Q V | | | | 5+10 0.0034 0.01 Q V | | | | 5+15 0.0034 0.01 Q V | | | | 5+20 0.0035 0.01 Q V | | | | 5+25 0.0036 0.01 Q V | | | | 5+30 0.0037 0.01 Q V | | | | 5+35 0.0038 0.01 Q V | | | | 5+40 0.0039 0.01 Q V | | | | 5+45 0.0040 0.01 Q V | | | | 5+50 0.0041 0.01 Q V | | | | 5+55 0.0042 0.01 Q V | | | | 6+ 0 0.0043 0.01 Q V | | | | 6+ 5 0.0044 0.01 Q V | | | | 6+10 0.0045 0.02 Q V | | | | 6+15 0.0046 0.02 Q V | | | | 6+20 0.0047 0.02 Q V | | | | 6+25 0.0048 0.02 Q V | | | | 6+30 0.0049 0.02 Q V | | | | 6+35 0.0050 0.02 Q V | | | | 6+40 0.0051 0.02 Q V | | | | 6+45 0.0052 0.02 Q V | | | | 6+50 0.0054 0.02 Q V | | | |   8    6+55 0.0055 0.02 Q V | | | | 7+ 0 0.0056 0.02 Q V | | | | 7+ 5 0.0057 0.02 Q V | | | | 7+10 0.0058 0.02 Q V | | | | 7+15 0.0060 0.02 Q V | | | | 7+20 0.0061 0.02 Q V | | | | 7+25 0.0062 0.02 Q V | | | | 7+30 0.0063 0.02 Q V | | | | 7+35 0.0065 0.02 Q V | | | | 7+40 0.0066 0.02 Q V | | | | 7+45 0.0068 0.02 Q V | | | | 7+50 0.0069 0.02 Q V | | | | 7+55 0.0071 0.02 Q V | | | | 8+ 0 0.0072 0.02 Q V | | | | 8+ 5 0.0074 0.02 Q V | | | | 8+10 0.0075 0.03 Q V | | | | 8+15 0.0077 0.03 Q V | | | | 8+20 0.0079 0.03 Q V | | | | 8+25 0.0081 0.03 Q V | | | | 8+30 0.0083 0.03 Q V| | | | 8+35 0.0084 0.03 Q V| | | | 8+40 0.0086 0.03 Q V| | | | 8+45 0.0088 0.03 Q V| | | | 8+50 0.0090 0.03 Q V | | | 8+55 0.0092 0.03 Q V | | | 9+ 0 0.0094 0.03 Q V | | | 9+ 5 0.0096 0.03 Q V | | | 9+10 0.0099 0.03 Q V | | | 9+15 0.0101 0.03 Q |V | | | 9+20 0.0103 0.03 Q |V | | | 9+25 0.0106 0.03 Q |V | | | 9+30 0.0108 0.03 Q |V | | | 9+35 0.0110 0.04 Q | V | | | 9+40 0.0113 0.04 Q | V | | | 9+45 0.0115 0.04 Q | V | | | 9+50 0.0118 0.04 Q | V | | | 9+55 0.0121 0.04 Q | V | | | 10+ 0 0.0123 0.04 Q | V | | | 10+ 5 0.0126 0.03 Q | V | | | 10+10 0.0128 0.03 Q | V | | | 10+15 0.0129 0.03 Q | V | | | 10+20 0.0131 0.03 Q | V | | | 10+25 0.0133 0.03 Q | V | | | 10+30 0.0135 0.03 Q | V | | | 10+35 0.0137 0.03 Q | V | | | 10+40 0.0139 0.03 Q | V | | | 10+45 0.0141 0.03 Q | V | | | 10+50 0.0144 0.03 Q | V | | | 10+55 0.0146 0.03 Q | V | | | 11+ 0 0.0149 0.03 Q | V | | | 11+ 5 0.0151 0.03 Q | V | | | 11+10 0.0153 0.03 Q | V | | | 11+15 0.0156 0.03 Q | V | | | 11+20 0.0158 0.03 Q | V | | | 11+25 0.0160 0.03 Q | V | | | 11+30 0.0162 0.03 Q | V | | | 11+35 0.0165 0.03 Q | V | | | 11+40 0.0167 0.03 Q | V | | | 11+45 0.0169 0.03 Q | V | | | 11+50 0.0171 0.03 Q | V | | | 11+55 0.0173 0.03 Q | V| | | 12+ 0 0.0175 0.03 Q | V| | | 12+ 5 0.0178 0.03 Q | V| | | 12+10 0.0180 0.04 Q | V | | 12+15 0.0183 0.04 Q | V | | 12+20 0.0186 0.04 Q | V | | 12+25 0.0189 0.04 Q | |V | | 12+30 0.0192 0.05 Q | |V | | 12+35 0.0196 0.05 Q | |V | | 12+40 0.0199 0.05 Q | | V | | 12+45 0.0202 0.05 Q | | V | |   9    12+50 0.0206 0.05 Q | | V | | 12+55 0.0209 0.05 Q | | V | | 13+ 0 0.0213 0.05 Q | | V | | 13+ 5 0.0216 0.05 Q | | V | | 13+10 0.0220 0.06 Q | | V | | 13+15 0.0224 0.06 Q | | V | | 13+20 0.0228 0.06 Q | | V | | 13+25 0.0232 0.06 Q | | V | | 13+30 0.0236 0.06 Q | | V | | 13+35 0.0240 0.05 Q | | V | | 13+40 0.0243 0.04 Q | | V | | 13+45 0.0246 0.04 Q | | V | | 13+50 0.0249 0.04 Q | | V | | 13+55 0.0252 0.04 Q | | V | | 14+ 0 0.0254 0.04 Q | | V | | 14+ 5 0.0257 0.04 Q | | V | | 14+10 0.0260 0.05 Q | | V | | 14+15 0.0264 0.05 Q | | V| | 14+20 0.0267 0.05 Q | | V| | 14+25 0.0270 0.05 Q | | V| | 14+30 0.0273 0.05 Q | | V | 14+35 0.0276 0.05 Q | | V | 14+40 0.0279 0.05 Q | | |V | 14+45 0.0282 0.05 Q | | |V | 14+50 0.0286 0.04 Q | | |V | 14+55 0.0289 0.04 Q | | | V | 15+ 0 0.0292 0.04 Q | | | V | 15+ 5 0.0295 0.04 Q | | | V | 15+10 0.0297 0.04 Q | | | V | 15+15 0.0300 0.04 Q | | | V | 15+20 0.0303 0.04 Q | | | V | 15+25 0.0306 0.04 Q | | | V | 15+30 0.0309 0.04 Q | | | V | 15+35 0.0311 0.04 Q | | | V | 15+40 0.0314 0.03 Q | | | V | 15+45 0.0316 0.03 Q | | | V | 15+50 0.0318 0.03 Q | | | V | 15+55 0.0321 0.03 Q | | | V | 16+ 0 0.0323 0.03 Q | | | V | 16+ 5 0.0325 0.03 Q | | | V | 16+10 0.0326 0.01 Q | | | V | 16+15 0.0326 0.01 Q | | | V | 16+20 0.0327 0.01 Q | | | V | 16+25 0.0327 0.01 Q | | | V | 16+30 0.0328 0.01 Q | | | V | 16+35 0.0328 0.01 Q | | | V | 16+40 0.0329 0.01 Q | | | V | 16+45 0.0329 0.01 Q | | | V | 16+50 0.0329 0.01 Q | | | V | 16+55 0.0330 0.01 Q | | | V | 17+ 0 0.0330 0.01 Q | | | V | 17+ 5 0.0331 0.01 Q | | | V | 17+10 0.0331 0.01 Q | | | V | 17+15 0.0332 0.01 Q | | | V | 17+20 0.0332 0.01 Q | | | V | 17+25 0.0333 0.01 Q | | | V | 17+30 0.0333 0.01 Q | | | V | 17+35 0.0334 0.01 Q | | | V | 17+40 0.0335 0.01 Q | | | V | 17+45 0.0335 0.01 Q | | | V | 17+50 0.0336 0.01 Q | | | V | 17+55 0.0336 0.01 Q | | | V | 18+ 0 0.0337 0.01 Q | | | V | 18+ 5 0.0337 0.01 Q | | | V | 18+10 0.0338 0.01 Q | | | V | 18+15 0.0338 0.01 Q | | | V | 18+20 0.0339 0.01 Q | | | V | 18+25 0.0339 0.01 Q | | | V | 18+30 0.0340 0.01 Q | | | V | 18+35 0.0340 0.01 Q | | | V | 18+40 0.0341 0.01 Q | | | V |   10    18+45 0.0341 0.01 Q | | | V | 18+50 0.0341 0.00 Q | | | V | 18+55 0.0341 0.00 Q | | | V | 19+ 0 0.0342 0.00 Q | | | V | 19+ 5 0.0342 0.00 Q | | | V | 19+10 0.0342 0.00 Q | | | V | 19+15 0.0343 0.01 Q | | | V | 19+20 0.0343 0.01 Q | | | V | 19+25 0.0344 0.01 Q | | | V | 19+30 0.0344 0.01 Q | | | V | 19+35 0.0344 0.01 Q | | | V | 19+40 0.0345 0.01 Q | | | V | 19+45 0.0345 0.01 Q | | | V | 19+50 0.0346 0.00 Q | | | V | 19+55 0.0346 0.00 Q | | | V | 20+ 0 0.0346 0.00 Q | | | V | 20+ 5 0.0346 0.00 Q | | | V | 20+10 0.0347 0.00 Q | | | V | 20+15 0.0347 0.01 Q | | | V | 20+20 0.0347 0.01 Q | | | V | 20+25 0.0348 0.01 Q | | | V | 20+30 0.0348 0.01 Q | | | V | 20+35 0.0348 0.01 Q | | | V | 20+40 0.0349 0.01 Q | | | V | 20+45 0.0349 0.01 Q | | | V | 20+50 0.0349 0.00 Q | | | V | 20+55 0.0350 0.00 Q | | | V | 21+ 0 0.0350 0.00 Q | | | V | 21+ 5 0.0350 0.00 Q | | | V | 21+10 0.0351 0.00 Q | | | V | 21+15 0.0351 0.01 Q | | | V | 21+20 0.0351 0.00 Q | | | V| 21+25 0.0352 0.00 Q | | | V| 21+30 0.0352 0.00 Q | | | V| 21+35 0.0352 0.00 Q | | | V| 21+40 0.0352 0.00 Q | | | V| 21+45 0.0353 0.01 Q | | | V| 21+50 0.0353 0.00 Q | | | V| 21+55 0.0353 0.00 Q | | | V| 22+ 0 0.0354 0.00 Q | | | V| 22+ 5 0.0354 0.00 Q | | | V| 22+10 0.0354 0.00 Q | | | V| 22+15 0.0355 0.01 Q | | | V| 22+20 0.0355 0.00 Q | | | V| 22+25 0.0355 0.00 Q | | | V| 22+30 0.0355 0.00 Q | | | V| 22+35 0.0356 0.00 Q | | | V| 22+40 0.0356 0.00 Q | | | V| 22+45 0.0356 0.00 Q | | | V| 22+50 0.0356 0.00 Q | | | V| 22+55 0.0357 0.00 Q | | | V| 23+ 0 0.0357 0.00 Q | | | V| 23+ 5 0.0357 0.00 Q | | | V| 23+10 0.0357 0.00 Q | | | V| 23+15 0.0358 0.00 Q | | | V| 23+20 0.0358 0.00 Q | | | V| 23+25 0.0358 0.00 Q | | | V| 23+30 0.0358 0.00 Q | | | V| 23+35 0.0359 0.00 Q | | | V| 23+40 0.0359 0.00 Q | | | V| 23+45 0.0359 0.00 Q | | | V| 23+50 0.0359 0.00 Q | | | V| 23+55 0.0359 0.00 Q | | | V| 24+ 0 0.0360 0.00 Q | | | V| 24+ 5 0.0360 0.00 Q | | | V| 24+10 0.0360 0.00 Q | | | V| 24+15 0.0360 0.00 Q | | | V| 24+20 0.0360 0.00 Q | | | V| 24+25 0.0360 0.00 Q | | | V -----------------------------------------------------------------------   11    10-YEAR, 24-HOUR   1    U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 09/10/13 File: ARB2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH FOR THE OPEN SPACE AREA POST-PROJECT CONDITION FN: ARB -------------------------------------------------------------------- Drainage Area = 2.40(Ac.) = 0.004 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.40(Ac.) = 0.004 Sq. Mi. Length along longest watercourse = 930.00(Ft.) Length along longest watercourse measured to centroid = 451.00(Ft.) Length along longest watercourse = 0.176 Mi. Length along longest watercourse measured to centroid = 0.085 Mi. Difference in elevation = 19.00(Ft.) Slope along watercourse = 107.8710 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.060 Hr. Lag time = 3.60 Min. 25% of lag time = 0.90 Min. 40% of lag time = 1.44 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.40 1.80 4.32 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.40 5.00 12.00 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(In) Point rain (area averaged) = 3.117(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 3.116(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.400 82.93 0.000 Total Area Entered = 2.40(Ac.)   2    RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 82.9 82.9 0.211 0.000 0.211 1.000 0.211 Sum (F) = 0.211 Area averaged mean soil loss (F) (In/Hr) = 0.211 Minimum soil loss rate ((In/Hr)) = 0.105 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 138.781 30.361 0.734 2 0.167 277.562 47.785 1.156 3 0.250 416.342 11.884 0.287 4 0.333 555.123 5.246 0.127 5 0.417 693.904 2.811 0.068 6 0.500 832.685 1.914 0.046 Sum = 100.000 Sum= 2.419 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.025 ( 0.373) 0.022 0.002 2 0.17 0.07 0.025 ( 0.372) 0.022 0.002 3 0.25 0.07 0.025 ( 0.370) 0.022 0.002 4 0.33 0.10 0.037 ( 0.369) 0.034 0.004 5 0.42 0.10 0.037 ( 0.368) 0.034 0.004 6 0.50 0.10 0.037 ( 0.366) 0.034 0.004 7 0.58 0.10 0.037 ( 0.365) 0.034 0.004 8 0.67 0.10 0.037 ( 0.363) 0.034 0.004 9 0.75 0.10 0.037 ( 0.362) 0.034 0.004 10 0.83 0.13 0.050 ( 0.360) 0.045 0.005 11 0.92 0.13 0.050 ( 0.359) 0.045 0.005 12 1.00 0.13 0.050 ( 0.358) 0.045 0.005 13 1.08 0.10 0.037 ( 0.356) 0.034 0.004 14 1.17 0.10 0.037 ( 0.355) 0.034 0.004 15 1.25 0.10 0.037 ( 0.353) 0.034 0.004 16 1.33 0.10 0.037 ( 0.352) 0.034 0.004 17 1.42 0.10 0.037 ( 0.351) 0.034 0.004 18 1.50 0.10 0.037 ( 0.349) 0.034 0.004 19 1.58 0.10 0.037 ( 0.348) 0.034 0.004 20 1.67 0.10 0.037 ( 0.346) 0.034 0.004 21 1.75 0.10 0.037 ( 0.345) 0.034 0.004 22 1.83 0.13 0.050 ( 0.344) 0.045 0.005 23 1.92 0.13 0.050 ( 0.342) 0.045 0.005 24 2.00 0.13 0.050 ( 0.341) 0.045 0.005 25 2.08 0.13 0.050 ( 0.339) 0.045 0.005 26 2.17 0.13 0.050 ( 0.338) 0.045 0.005 27 2.25 0.13 0.050 ( 0.337) 0.045 0.005 28 2.33 0.13 0.050 ( 0.335) 0.045 0.005 29 2.42 0.13 0.050 ( 0.334) 0.045 0.005 30 2.50 0.13 0.050 ( 0.333) 0.045 0.005 31 2.58 0.17 0.062 ( 0.331) 0.056 0.006 32 2.67 0.17 0.062 ( 0.330) 0.056 0.006 33 2.75 0.17 0.062 ( 0.329) 0.056 0.006 34 2.83 0.17 0.062 ( 0.327) 0.056 0.006 35 2.92 0.17 0.062 ( 0.326) 0.056 0.006 36 3.00 0.17 0.062 ( 0.324) 0.056 0.006   3    37 3.08 0.17 0.062 ( 0.323) 0.056 0.006 38 3.17 0.17 0.062 ( 0.322) 0.056 0.006 39 3.25 0.17 0.062 ( 0.320) 0.056 0.006 40 3.33 0.17 0.062 ( 0.319) 0.056 0.006 41 3.42 0.17 0.062 ( 0.318) 0.056 0.006 42 3.50 0.17 0.062 ( 0.316) 0.056 0.006 43 3.58 0.17 0.062 ( 0.315) 0.056 0.006 44 3.67 0.17 0.062 ( 0.314) 0.056 0.006 45 3.75 0.17 0.062 ( 0.312) 0.056 0.006 46 3.83 0.20 0.075 ( 0.311) 0.067 0.007 47 3.92 0.20 0.075 ( 0.310) 0.067 0.007 48 4.00 0.20 0.075 ( 0.309) 0.067 0.007 49 4.08 0.20 0.075 ( 0.307) 0.067 0.007 50 4.17 0.20 0.075 ( 0.306) 0.067 0.007 51 4.25 0.20 0.075 ( 0.305) 0.067 0.007 52 4.33 0.23 0.087 ( 0.303) 0.079 0.009 53 4.42 0.23 0.087 ( 0.302) 0.079 0.009 54 4.50 0.23 0.087 ( 0.301) 0.079 0.009 55 4.58 0.23 0.087 ( 0.299) 0.079 0.009 56 4.67 0.23 0.087 ( 0.298) 0.079 0.009 57 4.75 0.23 0.087 ( 0.297) 0.079 0.009 58 4.83 0.27 0.100 ( 0.296) 0.090 0.010 59 4.92 0.27 0.100 ( 0.294) 0.090 0.010 60 5.00 0.27 0.100 ( 0.293) 0.090 0.010 61 5.08 0.20 0.075 ( 0.292) 0.067 0.007 62 5.17 0.20 0.075 ( 0.291) 0.067 0.007 63 5.25 0.20 0.075 ( 0.289) 0.067 0.007 64 5.33 0.23 0.087 ( 0.288) 0.079 0.009 65 5.42 0.23 0.087 ( 0.287) 0.079 0.009 66 5.50 0.23 0.087 ( 0.285) 0.079 0.009 67 5.58 0.27 0.100 ( 0.284) 0.090 0.010 68 5.67 0.27 0.100 ( 0.283) 0.090 0.010 69 5.75 0.27 0.100 ( 0.282) 0.090 0.010 70 5.83 0.27 0.100 ( 0.280) 0.090 0.010 71 5.92 0.27 0.100 ( 0.279) 0.090 0.010 72 6.00 0.27 0.100 ( 0.278) 0.090 0.010 73 6.08 0.30 0.112 ( 0.277) 0.101 0.011 74 6.17 0.30 0.112 ( 0.276) 0.101 0.011 75 6.25 0.30 0.112 ( 0.274) 0.101 0.011 76 6.33 0.30 0.112 ( 0.273) 0.101 0.011 77 6.42 0.30 0.112 ( 0.272) 0.101 0.011 78 6.50 0.30 0.112 ( 0.271) 0.101 0.011 79 6.58 0.33 0.125 ( 0.269) 0.112 0.012 80 6.67 0.33 0.125 ( 0.268) 0.112 0.012 81 6.75 0.33 0.125 ( 0.267) 0.112 0.012 82 6.83 0.33 0.125 ( 0.266) 0.112 0.012 83 6.92 0.33 0.125 ( 0.265) 0.112 0.012 84 7.00 0.33 0.125 ( 0.263) 0.112 0.012 85 7.08 0.33 0.125 ( 0.262) 0.112 0.012 86 7.17 0.33 0.125 ( 0.261) 0.112 0.012 87 7.25 0.33 0.125 ( 0.260) 0.112 0.012 88 7.33 0.37 0.137 ( 0.259) 0.123 0.014 89 7.42 0.37 0.137 ( 0.257) 0.123 0.014 90 7.50 0.37 0.137 ( 0.256) 0.123 0.014 91 7.58 0.40 0.150 ( 0.255) 0.135 0.015 92 7.67 0.40 0.150 ( 0.254) 0.135 0.015 93 7.75 0.40 0.150 ( 0.253) 0.135 0.015 94 7.83 0.43 0.162 ( 0.252) 0.146 0.016 95 7.92 0.43 0.162 ( 0.250) 0.146 0.016 96 8.00 0.43 0.162 ( 0.249) 0.146 0.016 97 8.08 0.50 0.187 ( 0.248) 0.168 0.019 98 8.17 0.50 0.187 ( 0.247) 0.168 0.019 99 8.25 0.50 0.187 ( 0.246) 0.168 0.019 100 8.33 0.50 0.187 ( 0.245) 0.168 0.019 101 8.42 0.50 0.187 ( 0.243) 0.168 0.019 102 8.50 0.50 0.187 ( 0.242) 0.168 0.019 103 8.58 0.53 0.199 ( 0.241) 0.180 0.020 104 8.67 0.53 0.199 ( 0.240) 0.180 0.020 105 8.75 0.53 0.199 ( 0.239) 0.180 0.020 106 8.83 0.57 0.212 ( 0.238) 0.191 0.021 107 8.92 0.57 0.212 ( 0.237) 0.191 0.021   4    108 9.00 0.57 0.212 ( 0.236) 0.191 0.021 109 9.08 0.63 0.237 ( 0.234) 0.213 0.024 110 9.17 0.63 0.237 ( 0.233) 0.213 0.024 111 9.25 0.63 0.237 ( 0.232) 0.213 0.024 112 9.33 0.67 0.249 ( 0.231) 0.224 0.025 113 9.42 0.67 0.249 ( 0.230) 0.224 0.025 114 9.50 0.67 0.249 ( 0.229) 0.224 0.025 115 9.58 0.70 0.262 0.228 ( 0.236) 0.034 116 9.67 0.70 0.262 0.227 ( 0.236) 0.035 117 9.75 0.70 0.262 0.226 ( 0.236) 0.036 118 9.83 0.73 0.274 0.225 ( 0.247) 0.050 119 9.92 0.73 0.274 0.223 ( 0.247) 0.051 120 10.00 0.73 0.274 0.222 ( 0.247) 0.052 121 10.08 0.50 0.187 ( 0.221) 0.168 0.019 122 10.17 0.50 0.187 ( 0.220) 0.168 0.019 123 10.25 0.50 0.187 ( 0.219) 0.168 0.019 124 10.33 0.50 0.187 ( 0.218) 0.168 0.019 125 10.42 0.50 0.187 ( 0.217) 0.168 0.019 126 10.50 0.50 0.187 ( 0.216) 0.168 0.019 127 10.58 0.67 0.249 0.215 ( 0.224) 0.034 128 10.67 0.67 0.249 0.214 ( 0.224) 0.035 129 10.75 0.67 0.249 0.213 ( 0.224) 0.036 130 10.83 0.67 0.249 0.212 ( 0.224) 0.038 131 10.92 0.67 0.249 0.211 ( 0.224) 0.039 132 11.00 0.67 0.249 0.210 ( 0.224) 0.040 133 11.08 0.63 0.237 0.209 ( 0.213) 0.028 134 11.17 0.63 0.237 0.208 ( 0.213) 0.029 135 11.25 0.63 0.237 0.207 ( 0.213) 0.030 136 11.33 0.63 0.237 0.206 ( 0.213) 0.031 137 11.42 0.63 0.237 0.205 ( 0.213) 0.032 138 11.50 0.63 0.237 0.204 ( 0.213) 0.033 139 11.58 0.57 0.212 ( 0.203) 0.191 0.021 140 11.67 0.57 0.212 ( 0.202) 0.191 0.021 141 11.75 0.57 0.212 ( 0.201) 0.191 0.021 142 11.83 0.60 0.224 0.200 ( 0.202) 0.025 143 11.92 0.60 0.224 0.199 ( 0.202) 0.026 144 12.00 0.60 0.224 0.198 ( 0.202) 0.027 145 12.08 0.83 0.312 0.197 ( 0.280) 0.115 146 12.17 0.83 0.312 0.196 ( 0.280) 0.116 147 12.25 0.83 0.312 0.195 ( 0.280) 0.117 148 12.33 0.87 0.324 0.194 ( 0.292) 0.130 149 12.42 0.87 0.324 0.193 ( 0.292) 0.131 150 12.50 0.87 0.324 0.192 ( 0.292) 0.132 151 12.58 0.93 0.349 0.191 ( 0.314) 0.158 152 12.67 0.93 0.349 0.190 ( 0.314) 0.159 153 12.75 0.93 0.349 0.189 ( 0.314) 0.160 154 12.83 0.97 0.362 0.188 ( 0.325) 0.174 155 12.92 0.97 0.362 0.187 ( 0.325) 0.175 156 13.00 0.97 0.362 0.186 ( 0.325) 0.176 157 13.08 1.13 0.424 0.185 ( 0.381) 0.239 158 13.17 1.13 0.424 0.184 ( 0.381) 0.240 159 13.25 1.13 0.424 0.183 ( 0.381) 0.241 160 13.33 1.13 0.424 0.182 ( 0.381) 0.242 161 13.42 1.13 0.424 0.181 ( 0.381) 0.243 162 13.50 1.13 0.424 0.180 ( 0.381) 0.243 163 13.58 0.77 0.287 0.179 ( 0.258) 0.107 164 13.67 0.77 0.287 0.179 ( 0.258) 0.108 165 13.75 0.77 0.287 0.178 ( 0.258) 0.109 166 13.83 0.77 0.287 0.177 ( 0.258) 0.110 167 13.92 0.77 0.287 0.176 ( 0.258) 0.111 168 14.00 0.77 0.287 0.175 ( 0.258) 0.112 169 14.08 0.90 0.337 0.174 ( 0.303) 0.163 170 14.17 0.90 0.337 0.173 ( 0.303) 0.163 171 14.25 0.90 0.337 0.172 ( 0.303) 0.164 172 14.33 0.87 0.324 0.171 ( 0.292) 0.153 173 14.42 0.87 0.324 0.171 ( 0.292) 0.154 174 14.50 0.87 0.324 0.170 ( 0.292) 0.154 175 14.58 0.87 0.324 0.169 ( 0.292) 0.155 176 14.67 0.87 0.324 0.168 ( 0.292) 0.156 177 14.75 0.87 0.324 0.167 ( 0.292) 0.157 178 14.83 0.83 0.312 0.166 ( 0.280) 0.145   5    179 14.92 0.83 0.312 0.165 ( 0.280) 0.146 180 15.00 0.83 0.312 0.164 ( 0.280) 0.147 181 15.08 0.80 0.299 0.164 ( 0.269) 0.136 182 15.17 0.80 0.299 0.163 ( 0.269) 0.136 183 15.25 0.80 0.299 0.162 ( 0.269) 0.137 184 15.33 0.77 0.287 0.161 ( 0.258) 0.126 185 15.42 0.77 0.287 0.160 ( 0.258) 0.126 186 15.50 0.77 0.287 0.159 ( 0.258) 0.127 187 15.58 0.63 0.237 0.159 ( 0.213) 0.078 188 15.67 0.63 0.237 0.158 ( 0.213) 0.079 189 15.75 0.63 0.237 0.157 ( 0.213) 0.080 190 15.83 0.63 0.237 0.156 ( 0.213) 0.081 191 15.92 0.63 0.237 0.155 ( 0.213) 0.081 192 16.00 0.63 0.237 0.155 ( 0.213) 0.082 193 16.08 0.13 0.050 ( 0.154) 0.045 0.005 194 16.17 0.13 0.050 ( 0.153) 0.045 0.005 195 16.25 0.13 0.050 ( 0.152) 0.045 0.005 196 16.33 0.13 0.050 ( 0.152) 0.045 0.005 197 16.42 0.13 0.050 ( 0.151) 0.045 0.005 198 16.50 0.13 0.050 ( 0.150) 0.045 0.005 199 16.58 0.10 0.037 ( 0.149) 0.034 0.004 200 16.67 0.10 0.037 ( 0.148) 0.034 0.004 201 16.75 0.10 0.037 ( 0.148) 0.034 0.004 202 16.83 0.10 0.037 ( 0.147) 0.034 0.004 203 16.92 0.10 0.037 ( 0.146) 0.034 0.004 204 17.00 0.10 0.037 ( 0.145) 0.034 0.004 205 17.08 0.17 0.062 ( 0.145) 0.056 0.006 206 17.17 0.17 0.062 ( 0.144) 0.056 0.006 207 17.25 0.17 0.062 ( 0.143) 0.056 0.006 208 17.33 0.17 0.062 ( 0.143) 0.056 0.006 209 17.42 0.17 0.062 ( 0.142) 0.056 0.006 210 17.50 0.17 0.062 ( 0.141) 0.056 0.006 211 17.58 0.17 0.062 ( 0.140) 0.056 0.006 212 17.67 0.17 0.062 ( 0.140) 0.056 0.006 213 17.75 0.17 0.062 ( 0.139) 0.056 0.006 214 17.83 0.13 0.050 ( 0.138) 0.045 0.005 215 17.92 0.13 0.050 ( 0.138) 0.045 0.005 216 18.00 0.13 0.050 ( 0.137) 0.045 0.005 217 18.08 0.13 0.050 ( 0.136) 0.045 0.005 218 18.17 0.13 0.050 ( 0.136) 0.045 0.005 219 18.25 0.13 0.050 ( 0.135) 0.045 0.005 220 18.33 0.13 0.050 ( 0.134) 0.045 0.005 221 18.42 0.13 0.050 ( 0.134) 0.045 0.005 222 18.50 0.13 0.050 ( 0.133) 0.045 0.005 223 18.58 0.10 0.037 ( 0.132) 0.034 0.004 224 18.67 0.10 0.037 ( 0.132) 0.034 0.004 225 18.75 0.10 0.037 ( 0.131) 0.034 0.004 226 18.83 0.07 0.025 ( 0.130) 0.022 0.002 227 18.92 0.07 0.025 ( 0.130) 0.022 0.002 228 19.00 0.07 0.025 ( 0.129) 0.022 0.002 229 19.08 0.10 0.037 ( 0.129) 0.034 0.004 230 19.17 0.10 0.037 ( 0.128) 0.034 0.004 231 19.25 0.10 0.037 ( 0.127) 0.034 0.004 232 19.33 0.13 0.050 ( 0.127) 0.045 0.005 233 19.42 0.13 0.050 ( 0.126) 0.045 0.005 234 19.50 0.13 0.050 ( 0.126) 0.045 0.005 235 19.58 0.10 0.037 ( 0.125) 0.034 0.004 236 19.67 0.10 0.037 ( 0.125) 0.034 0.004 237 19.75 0.10 0.037 ( 0.124) 0.034 0.004 238 19.83 0.07 0.025 ( 0.123) 0.022 0.002 239 19.92 0.07 0.025 ( 0.123) 0.022 0.002 240 20.00 0.07 0.025 ( 0.122) 0.022 0.002 241 20.08 0.10 0.037 ( 0.122) 0.034 0.004 242 20.17 0.10 0.037 ( 0.121) 0.034 0.004 243 20.25 0.10 0.037 ( 0.121) 0.034 0.004 244 20.33 0.10 0.037 ( 0.120) 0.034 0.004 245 20.42 0.10 0.037 ( 0.120) 0.034 0.004 246 20.50 0.10 0.037 ( 0.119) 0.034 0.004 247 20.58 0.10 0.037 ( 0.119) 0.034 0.004 248 20.67 0.10 0.037 ( 0.118) 0.034 0.004 249 20.75 0.10 0.037 ( 0.118) 0.034 0.004   6    250 20.83 0.07 0.025 ( 0.117) 0.022 0.002 251 20.92 0.07 0.025 ( 0.117) 0.022 0.002 252 21.00 0.07 0.025 ( 0.116) 0.022 0.002 253 21.08 0.10 0.037 ( 0.116) 0.034 0.004 254 21.17 0.10 0.037 ( 0.115) 0.034 0.004 255 21.25 0.10 0.037 ( 0.115) 0.034 0.004 256 21.33 0.07 0.025 ( 0.114) 0.022 0.002 257 21.42 0.07 0.025 ( 0.114) 0.022 0.002 258 21.50 0.07 0.025 ( 0.114) 0.022 0.002 259 21.58 0.10 0.037 ( 0.113) 0.034 0.004 260 21.67 0.10 0.037 ( 0.113) 0.034 0.004 261 21.75 0.10 0.037 ( 0.112) 0.034 0.004 262 21.83 0.07 0.025 ( 0.112) 0.022 0.002 263 21.92 0.07 0.025 ( 0.112) 0.022 0.002 264 22.00 0.07 0.025 ( 0.111) 0.022 0.002 265 22.08 0.10 0.037 ( 0.111) 0.034 0.004 266 22.17 0.10 0.037 ( 0.110) 0.034 0.004 267 22.25 0.10 0.037 ( 0.110) 0.034 0.004 268 22.33 0.07 0.025 ( 0.110) 0.022 0.002 269 22.42 0.07 0.025 ( 0.109) 0.022 0.002 270 22.50 0.07 0.025 ( 0.109) 0.022 0.002 271 22.58 0.07 0.025 ( 0.109) 0.022 0.002 272 22.67 0.07 0.025 ( 0.108) 0.022 0.002 273 22.75 0.07 0.025 ( 0.108) 0.022 0.002 274 22.83 0.07 0.025 ( 0.108) 0.022 0.002 275 22.92 0.07 0.025 ( 0.108) 0.022 0.002 276 23.00 0.07 0.025 ( 0.107) 0.022 0.002 277 23.08 0.07 0.025 ( 0.107) 0.022 0.002 278 23.17 0.07 0.025 ( 0.107) 0.022 0.002 279 23.25 0.07 0.025 ( 0.107) 0.022 0.002 280 23.33 0.07 0.025 ( 0.106) 0.022 0.002 281 23.42 0.07 0.025 ( 0.106) 0.022 0.002 282 23.50 0.07 0.025 ( 0.106) 0.022 0.002 283 23.58 0.07 0.025 ( 0.106) 0.022 0.002 284 23.67 0.07 0.025 ( 0.106) 0.022 0.002 285 23.75 0.07 0.025 ( 0.106) 0.022 0.002 286 23.83 0.07 0.025 ( 0.105) 0.022 0.002 287 23.92 0.07 0.025 ( 0.105) 0.022 0.002 288 24.00 0.07 0.025 ( 0.105) 0.022 0.002 (Loss Rate Not Used) Sum = 100.0 Sum = 9.4 Flood volume = Effective rainfall 0.78(In) times area 2.4(Ac.)/[(In)/(Ft.)] = 0.2(Ac.Ft) Total soil loss = 2.33(In) Total soil loss = 0.467(Ac.Ft) Total rainfall = 3.12(In) Flood volume = 6824.7 Cubic Feet Total soil loss = 20326.1 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.587(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q | | | | 0+10 0.0000 0.00 Q | | | | 0+15 0.0001 0.01 Q | | | | 0+20 0.0001 0.01 Q | | | | 0+25 0.0002 0.01 Q | | | | 0+30 0.0002 0.01 Q | | | | 0+35 0.0003 0.01 Q | | | | 0+40 0.0004 0.01 Q | | | | 0+45 0.0004 0.01 Q | | | | 0+50 0.0005 0.01 Q | | | | 0+55 0.0006 0.01 Q | | | |   7    1+ 0 0.0007 0.01 Q | | | | 1+ 5 0.0007 0.01 Q | | | | 1+10 0.0008 0.01 Q | | | | 1+15 0.0009 0.01 Q | | | | 1+20 0.0009 0.01 Q | | | | 1+25 0.0010 0.01 Q | | | | 1+30 0.0011 0.01 Q | | | | 1+35 0.0011 0.01 Q | | | | 1+40 0.0012 0.01 Q | | | | 1+45 0.0012 0.01 Q | | | | 1+50 0.0013 0.01 Q | | | | 1+55 0.0014 0.01 Q | | | | 2+ 0 0.0015 0.01 Q | | | | 2+ 5 0.0016 0.01 Q | | | | 2+10 0.0016 0.01 Q | | | | 2+15 0.0017 0.01 Q | | | | 2+20 0.0018 0.01 Q | | | | 2+25 0.0019 0.01 Q | | | | 2+30 0.0020 0.01 Q | | | | 2+35 0.0021 0.01 Q | | | | 2+40 0.0022 0.01 Q | | | | 2+45 0.0023 0.01 Q | | | | 2+50 0.0024 0.01 Q | | | | 2+55 0.0025 0.02 Q | | | | 3+ 0 0.0026 0.02 Q | | | | 3+ 5 0.0027 0.02 Q | | | | 3+10 0.0028 0.02 Q | | | | 3+15 0.0029 0.02 Q | | | | 3+20 0.0030 0.02 Q | | | | 3+25 0.0031 0.02 Q | | | | 3+30 0.0032 0.02 Q | | | | 3+35 0.0033 0.02 Q | | | | 3+40 0.0034 0.02 Q | | | | 3+45 0.0035 0.02 Q | | | | 3+50 0.0036 0.02 Q | | | | 3+55 0.0037 0.02 Q | | | | 4+ 0 0.0039 0.02 Q | | | | 4+ 5 0.0040 0.02 QV | | | | 4+10 0.0041 0.02 QV | | | | 4+15 0.0042 0.02 QV | | | | 4+20 0.0044 0.02 QV | | | | 4+25 0.0045 0.02 QV | | | | 4+30 0.0046 0.02 QV | | | | 4+35 0.0048 0.02 QV | | | | 4+40 0.0049 0.02 QV | | | | 4+45 0.0051 0.02 QV | | | | 4+50 0.0052 0.02 QV | | | | 4+55 0.0054 0.02 QV | | | | 5+ 0 0.0056 0.02 QV | | | | 5+ 5 0.0057 0.02 QV | | | | 5+10 0.0058 0.02 QV | | | | 5+15 0.0060 0.02 QV | | | | 5+20 0.0061 0.02 QV | | | | 5+25 0.0062 0.02 QV | | | | 5+30 0.0064 0.02 QV | | | | 5+35 0.0065 0.02 QV | | | | 5+40 0.0067 0.02 QV | | | | 5+45 0.0069 0.02 QV | | | | 5+50 0.0070 0.02 QV | | | | 5+55 0.0072 0.02 QV | | | | 6+ 0 0.0074 0.02 QV | | | | 6+ 5 0.0075 0.03 QV | | | | 6+10 0.0077 0.03 QV | | | | 6+15 0.0079 0.03 Q V | | | | 6+20 0.0081 0.03 Q V | | | | 6+25 0.0083 0.03 Q V | | | | 6+30 0.0085 0.03 Q V | | | | 6+35 0.0087 0.03 Q V | | | | 6+40 0.0089 0.03 Q V | | | | 6+45 0.0091 0.03 Q V | | | | 6+50 0.0093 0.03 Q V | | | |   8    6+55 0.0095 0.03 Q V | | | | 7+ 0 0.0097 0.03 Q V | | | | 7+ 5 0.0099 0.03 Q V | | | | 7+10 0.0101 0.03 Q V | | | | 7+15 0.0103 0.03 Q V | | | | 7+20 0.0105 0.03 Q V | | | | 7+25 0.0107 0.03 Q V | | | | 7+30 0.0110 0.03 Q V | | | | 7+35 0.0112 0.03 Q V | | | | 7+40 0.0115 0.04 Q V | | | | 7+45 0.0117 0.04 Q V | | | | 7+50 0.0120 0.04 Q V | | | | 7+55 0.0122 0.04 Q V | | | | 8+ 0 0.0125 0.04 Q V | | | | 8+ 5 0.0128 0.04 Q V | | | | 8+10 0.0131 0.04 Q V | | | | 8+15 0.0134 0.04 Q V | | | | 8+20 0.0137 0.04 Q V | | | | 8+25 0.0140 0.05 Q V | | | | 8+30 0.0143 0.05 Q V | | | | 8+35 0.0146 0.05 Q V | | | | 8+40 0.0150 0.05 Q V | | | | 8+45 0.0153 0.05 Q V | | | | 8+50 0.0156 0.05 Q V | | | | 8+55 0.0160 0.05 Q V | | | | 9+ 0 0.0163 0.05 Q V | | | | 9+ 5 0.0167 0.05 Q V | | | | 9+10 0.0171 0.06 Q V | | | | 9+15 0.0175 0.06 Q V | | | | 9+20 0.0179 0.06 Q V | | | | 9+25 0.0183 0.06 Q V | | | | 9+30 0.0187 0.06 Q V | | | | 9+35 0.0191 0.07 Q V | | | | 9+40 0.0197 0.08 Q V | | | | 9+45 0.0203 0.08 Q V | | | | 9+50 0.0209 0.10 Q V | | | | 9+55 0.0217 0.11 Q V | | | | 10+ 0 0.0225 0.12 Q V | | | | 10+ 5 0.0232 0.10 Q V | | | | 10+10 0.0236 0.06 Q V | | | | 10+15 0.0240 0.05 Q V | | | | 10+20 0.0243 0.05 Q V | | | | 10+25 0.0246 0.05 Q V | | | | 10+30 0.0250 0.05 Q V | | | | 10+35 0.0254 0.06 Q V | | | | 10+40 0.0259 0.08 Q V | | | | 10+45 0.0264 0.08 Q V | | | | 10+50 0.0270 0.09 Q V | | | | 10+55 0.0277 0.09 Q V | | | | 11+ 0 0.0283 0.09 Q V | | | | 11+ 5 0.0289 0.09 Q V | | | | 11+10 0.0294 0.07 Q V | | | | 11+15 0.0299 0.07 Q V | | | | 11+20 0.0304 0.07 Q V | | | | 11+25 0.0309 0.08 Q V | | | | 11+30 0.0315 0.08 Q V | | | | 11+35 0.0320 0.07 Q V | | | | 11+40 0.0324 0.06 Q V | | | | 11+45 0.0327 0.05 Q V | | | | 11+50 0.0331 0.06 Q V | | | | 11+55 0.0335 0.06 Q V | | | | 12+ 0 0.0339 0.06 Q V | | | | 12+ 5 0.0348 0.13 Q V | | | | 12+10 0.0364 0.23 Q V| | | | 12+15 0.0382 0.26 |Q V| | | | 12+20 0.0402 0.28 |Q V | | | 12+25 0.0423 0.30 |Q V | | | 12+30 0.0444 0.31 |Q |V | | | 12+35 0.0468 0.34 |Q |V | | | 12+40 0.0493 0.37 |Q | V | | | 12+45 0.0519 0.38 |Q | V | | |   9    12+50 0.0546 0.39 |Q | V | | | 12+55 0.0575 0.41 |Q | V | | | 13+ 0 0.0603 0.42 |Q | V | | | 13+ 5 0.0636 0.47 |Q | V | | | 13+10 0.0673 0.54 | Q | V | | | 13+15 0.0712 0.56 | Q | V | | | 13+20 0.0752 0.58 | Q | V| | | 13+25 0.0792 0.58 | Q | V | | 13+30 0.0832 0.59 | Q | |V | | 13+35 0.0866 0.49 |Q | | V | | 13+40 0.0889 0.33 |Q | | V | | 13+45 0.0909 0.29 |Q | | V | | 13+50 0.0928 0.28 |Q | | V | | 13+55 0.0947 0.27 |Q | | V | | 14+ 0 0.0965 0.27 |Q | | V | | 14+ 5 0.0987 0.31 |Q | | V | | 14+10 0.1012 0.37 |Q | | V | | 14+15 0.1038 0.38 |Q | | V | | 14+20 0.1065 0.38 |Q | | V | | 14+25 0.1090 0.37 |Q | | V | | 14+30 0.1116 0.37 |Q | | V | | 14+35 0.1142 0.38 |Q | | V| | 14+40 0.1168 0.38 |Q | | V| | 14+45 0.1194 0.38 |Q | | V | 14+50 0.1219 0.37 |Q | | |V | 14+55 0.1244 0.36 |Q | | |V | 15+ 0 0.1269 0.36 |Q | | | V | 15+ 5 0.1293 0.35 |Q | | | V | 15+10 0.1316 0.34 |Q | | | V | 15+15 0.1339 0.33 |Q | | | V | 15+20 0.1361 0.32 |Q | | | V | 15+25 0.1382 0.31 |Q | | | V | 15+30 0.1404 0.31 |Q | | | V | 15+35 0.1423 0.27 |Q | | | V | 15+40 0.1437 0.22 Q | | | V | 15+45 0.1451 0.20 Q | | | V | 15+50 0.1465 0.20 Q | | | V | 15+55 0.1479 0.20 Q | | | V | 16+ 0 0.1492 0.20 Q | | | V | 16+ 5 0.1502 0.14 Q | | | V | 16+10 0.1506 0.05 Q | | | V | 16+15 0.1508 0.03 Q | | | V | 16+20 0.1509 0.02 Q | | | V | 16+25 0.1510 0.02 Q | | | V | 16+30 0.1511 0.01 Q | | | V | 16+35 0.1512 0.01 Q | | | V | 16+40 0.1512 0.01 Q | | | V | 16+45 0.1513 0.01 Q | | | V | 16+50 0.1514 0.01 Q | | | V | 16+55 0.1514 0.01 Q | | | V | 17+ 0 0.1515 0.01 Q | | | V | 17+ 5 0.1516 0.01 Q | | | V | 17+10 0.1517 0.01 Q | | | V | 17+15 0.1518 0.01 Q | | | V | 17+20 0.1519 0.01 Q | | | V | 17+25 0.1520 0.01 Q | | | V | 17+30 0.1521 0.02 Q | | | V | 17+35 0.1522 0.02 Q | | | V | 17+40 0.1523 0.02 Q | | | V | 17+45 0.1524 0.02 Q | | | V | 17+50 0.1525 0.01 Q | | | V | 17+55 0.1526 0.01 Q | | | V | 18+ 0 0.1527 0.01 Q | | | V | 18+ 5 0.1527 0.01 Q | | | V | 18+10 0.1528 0.01 Q | | | V| 18+15 0.1529 0.01 Q | | | V| 18+20 0.1530 0.01 Q | | | V| 18+25 0.1531 0.01 Q | | | V| 18+30 0.1532 0.01 Q | | | V| 18+35 0.1532 0.01 Q | | | V| 18+40 0.1533 0.01 Q | | | V|   10    18+45 0.1534 0.01 Q | | | V| 18+50 0.1534 0.01 Q | | | V| 18+55 0.1535 0.01 Q | | | V| 19+ 0 0.1535 0.01 Q | | | V| 19+ 5 0.1536 0.01 Q | | | V| 19+10 0.1536 0.01 Q | | | V| 19+15 0.1537 0.01 Q | | | V| 19+20 0.1537 0.01 Q | | | V| 19+25 0.1538 0.01 Q | | | V| 19+30 0.1539 0.01 Q | | | V| 19+35 0.1540 0.01 Q | | | V| 19+40 0.1540 0.01 Q | | | V| 19+45 0.1541 0.01 Q | | | V| 19+50 0.1542 0.01 Q | | | V| 19+55 0.1542 0.01 Q | | | V| 20+ 0 0.1543 0.01 Q | | | V| 20+ 5 0.1543 0.01 Q | | | V| 20+10 0.1544 0.01 Q | | | V| 20+15 0.1544 0.01 Q | | | V| 20+20 0.1545 0.01 Q | | | V| 20+25 0.1545 0.01 Q | | | V| 20+30 0.1546 0.01 Q | | | V| 20+35 0.1547 0.01 Q | | | V| 20+40 0.1547 0.01 Q | | | V| 20+45 0.1548 0.01 Q | | | V| 20+50 0.1549 0.01 Q | | | V| 20+55 0.1549 0.01 Q | | | V| 21+ 0 0.1549 0.01 Q | | | V| 21+ 5 0.1550 0.01 Q | | | V| 21+10 0.1551 0.01 Q | | | V| 21+15 0.1551 0.01 Q | | | V| 21+20 0.1552 0.01 Q | | | V| 21+25 0.1552 0.01 Q | | | V| 21+30 0.1553 0.01 Q | | | V| 21+35 0.1553 0.01 Q | | | V| 21+40 0.1554 0.01 Q | | | V| 21+45 0.1554 0.01 Q | | | V| 21+50 0.1555 0.01 Q | | | V| 21+55 0.1555 0.01 Q | | | V| 22+ 0 0.1556 0.01 Q | | | V| 22+ 5 0.1556 0.01 Q | | | V| 22+10 0.1557 0.01 Q | | | V| 22+15 0.1557 0.01 Q | | | V| 22+20 0.1558 0.01 Q | | | V| 22+25 0.1558 0.01 Q | | | V| 22+30 0.1559 0.01 Q | | | V| 22+35 0.1559 0.01 Q | | | V| 22+40 0.1560 0.01 Q | | | V| 22+45 0.1560 0.01 Q | | | V| 22+50 0.1560 0.01 Q | | | V| 22+55 0.1561 0.01 Q | | | V| 23+ 0 0.1561 0.01 Q | | | V| 23+ 5 0.1562 0.01 Q | | | V| 23+10 0.1562 0.01 Q | | | V| 23+15 0.1563 0.01 Q | | | V| 23+20 0.1563 0.01 Q | | | V| 23+25 0.1563 0.01 Q | | | V| 23+30 0.1564 0.01 Q | | | V| 23+35 0.1564 0.01 Q | | | V| 23+40 0.1565 0.01 Q | | | V| 23+45 0.1565 0.01 Q | | | V| 23+50 0.1565 0.01 Q | | | V| 23+55 0.1566 0.01 Q | | | V| 24+ 0 0.1566 0.01 Q | | | V| 24+ 5 0.1567 0.00 Q | | | V| 24+10 0.1567 0.00 Q | | | V| 24+15 0.1567 0.00 Q | | | V| 24+20 0.1567 0.00 Q | | | V| 24+25 0.1567 0.00 Q | | | V| -----------------------------------------------------------------------   11    100-YEAR, 1-HOUR   1    U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 11/21/13 File: ARB1100.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH FOR THE OPEN SPACE AREA POST-PROJECT CONDITION FN: ARB -------------------------------------------------------------------- Drainage Area = 2.40(Ac.) = 0.004 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.40(Ac.) = 0.004 Sq. Mi. Length along longest watercourse = 930.00(Ft.) Length along longest watercourse measured to centroid = 451.00(Ft.) Length along longest watercourse = 0.176 Mi. Length along longest watercourse measured to centroid = 0.085 Mi. Difference in elevation = 19.00(Ft.) Slope along watercourse = 107.8710 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.060 Hr. Lag time = 3.60 Min. 25% of lag time = 0.90 Min. 40% of lag time = 1.44 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.40 0.55 1.32 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.40 1.30 3.12 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 0.550(In) Area Averaged 100-Year Rainfall = 1.300(In) Point rain (area averaged) = 1.300(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.300(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.400 82.93 0.000 Total Area Entered = 2.40(Ac.)   2    RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 82.9 82.9 0.211 0.000 0.211 1.000 0.211 Sum (F) = 0.211 Area averaged mean soil loss (F) (In/Hr) = 0.211 Minimum soil loss rate ((In/Hr)) = 0.105 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5500 ---------------------------------------------------------------------- U n i t H y d r o g r a p h VALLEY S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 138.781 30.361 0.734 2 0.167 277.562 47.785 1.156 3 0.250 416.342 11.884 0.287 4 0.333 555.123 5.246 0.127 5 0.417 693.904 2.811 0.068 6 0.500 832.685 1.914 0.046 Sum = 100.000 Sum= 2.419 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 3.30 0.515 0.211 ( 0.463) 0.304 2 0.17 4.20 0.655 0.211 ( 0.590) 0.445 3 0.25 4.40 0.686 0.211 ( 0.618) 0.476 4 0.33 4.80 0.749 0.211 ( 0.674) 0.538 5 0.42 5.20 0.811 0.211 ( 0.730) 0.601 6 0.50 6.20 0.967 0.211 ( 0.870) 0.757 7 0.58 6.80 1.061 0.211 ( 0.955) 0.850 8 0.67 8.80 1.373 0.211 ( 1.235) 1.162 9 0.75 13.90 2.168 0.211 ( 1.952) 1.958 10 0.83 31.40 4.898 0.211 ( 4.408) 4.688 11 0.92 7.20 1.123 0.211 ( 1.011) 0.913 12 1.00 3.80 0.593 0.211 ( 0.534) 0.382 (Loss Rate Not Used) Sum = 100.0 Sum = 13.1 Flood volume = Effective rainfall 1.09(In) times area 2.4(Ac.)/[(In)/(Ft.)] = 0.2(Ac.Ft) Total soil loss = 0.21(In) Total soil loss = 0.042(Ac.Ft) Total rainfall = 1.30(In) Flood volume = 9490.6 Cubic Feet Total soil loss = 1834.7 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 6.895(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0015 0.22 Q | | | |   3    0+10 0.0062 0.68 |VQ | | | | 0+15 0.0128 0.95 | VQ | | | | 0+20 0.0204 1.11 | VQ | | | | 0+25 0.0292 1.28 | Q | | | | 0+30 0.0396 1.51 | QV | | | | 0+35 0.0520 1.79 | Q V| | | | 0+40 0.0671 2.19 | Q | V | | | 0+45 0.0890 3.19 | | Q V | | | 0+50 0.1319 6.23 | | | Q | | 0+55 0.1794 6.89 | | | Q | V | 1+ 0 0.2004 3.05 | | Q | | V | 1+ 5 0.2107 1.49 | Q | | | V | 1+10 0.2150 0.64 | Q | | | V| 1+15 0.2173 0.33 |Q | | | V| 1+20 0.2178 0.07 Q | | | V| 1+25 0.2179 0.02 Q | | | V ----------------------------------------------------------------------- APPENDIX E: PRELIMINARY STORM DRAIN SIZING CALCULATIONS APPENDIX E.1 CATCH BASIN SIZING SPREADSHEETS Project Description Solve ForSpread Input Data Discharge 6.51 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.06 ft/ft Road Cross Slope 0.00 ft/ft Curb Opening Length 7.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees Results Spread341.23ft Depth0.46ft Gutter Depression0.12ft Total Depression0.45ft Worksheet for Catch Basin #1 9/6/2013 3:44:24 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16661of1Page Project Description Solve ForSpread Input Data Discharge 6.51 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.06 ft/ft Road Cross Slope 0.00 ft/ft Curb Opening Length 7.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees Results Spread341.23ft Depth0.46ft Gutter Depression0.12ft Total Depression0.45ft Worksheet for Catch Basin #2 9/6/2013 3:44:52 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16661of1Page Project Description Solve ForSpread Input Data Discharge 2.17 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.06 ft/ft Road Cross Slope 0.00 ft/ft Curb Opening Length 4.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees Results Spread192.17ft Depth0.31ft Gutter Depression0.12ft Total Depression0.45ft Worksheet for Catch Basin #3 9/6/2013 3:45:05 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16661of1Page Project Description Solve ForSpread Input Data Discharge 4.00 ft³/s Gutter Width 2.00 ft Gutter Cross Slope 0.06 ft/ft Road Cross Slope 0.00 ft/ft Curb Opening Length 7.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees Results Spread246.62ft Depth0.36ft Gutter Depression0.12ft Total Depression0.45ft Worksheet for Catch Basin #4 9/6/2013 3:45:20 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16661of1Page APPENDIX E.2: FRICTION SLOPE STORM DRAIN SIZING SPREADSHEET PI P E S I Z I N G ( S O F F I T C O N T R O L ) B A S E D O N 1 0 0 - Y E A R W A T E R S U R F A C E E L E V A T I O N S LI N E A DS WS E SY S T E M PIP E DI A . PI P E LE N G T H Q ( c f s ) NO . o f PI P E S K PI P E SL O P E DS IN V E R T US IN V E R T FR I C T I O N SL O P E VE L O C I T Y VE L O C I T Y HE A D LO S S CO E F F I C I E N T LOSSESUSWSE 10 9 7 . 0 0 L I N E A 2 4 9 . 0 0 1 7 . 1 2 . 0 4 5 2 . 4 3 0 . 0 0 5 0 1 0 9 3 . 0 0 1 0 9 3 . 0 5 0 . 0 0 1 4 5 . 4 5 0 2 0 . 0 8 4 5 2 . 0 0 0 0 0 . 1 6 9 0 1 0 9 7 . 1 8 10 9 7 . 1 8 L I N E A 2 4 1 1 . 0 0 1 0 . 6 2 . 0 4 5 2 . 4 3 0 . 0 0 5 0 1 0 9 3 . 0 5 1 0 9 3 . 1 0 0 . 0 0 0 5 3 . 3 7 5 3 0 . 0 5 2 3 2 . 0 0 0 0 0 . 1 0 4 6 1 0 9 7 . 2 9 10 9 7 . 2 9 L I N E A 1 8 2 2 . 0 0 6 . 5 2 . 0 2 1 0 . 0 8 0 . 0 0 5 0 1 0 9 3 . 1 0 1 0 9 3 . 2 1 0 . 0 0 1 0 3 . 6 8 8 7 0 . 0 5 7 2 2 . 0 0 0 0 0 . 1 1 4 4 1 0 9 7 . 4 3 0. 2 5 0 . 2 5 0. 2 5 0 . 2 5 0. 2 5 0 . 5 0 2. 0 0 LA T E R A L A DS WS E SY S T E M PIP E DI A . PI P E LE N G T H Q ( c f s ) NO . o f PI P E S K PI P E SL O P E DS IN V E R T US IN V E R T FR I C T I O N SL O P E VE L O C I T Y VE L O C I T Y HE A D LO S S CO E F F I C I E N T LOSSESUSWSE 10 9 7 . 2 9 L A T A 1 8 1 0 5 . 0 0 5 . 3 2 . 0 2 1 0 . 0 8 0 . 0 0 5 0 1 0 9 3 . 1 0 1 0 9 3 . 6 3 0 . 0 0 0 6 2 . 9 8 6 1 0 . 0 4 6 3 0 . 0 0 0 0 0 . 0 0 0 0 1 0 9 7 . 3 6 10 9 7 . 3 6 L A T A 1 8 5 1 . 0 0 4 . 3 2 . 0 2 1 0 . 0 8 0 . 0 0 5 0 1 0 9 3 . 6 3 1 0 9 3 . 8 8 0 . 0 0 0 4 2 . 4 5 9 2 0 . 0 3 8 1 0 . 0 0 0 0 0 . 0 0 0 0 1 0 9 7 . 3 8 10 9 7 . 3 8 L A T A 1 8 5 2 . 0 0 2 . 2 2 . 0 2 1 0 . 0 8 0 . 0 0 5 0 1 0 9 3 . 8 8 1 0 9 4 . 1 4 0 . 0 0 0 1 1 . 2 2 9 6 0 . 0 1 9 1 0 . 0 0 0 0 0 . 0 0 0 0 1 0 9 7 . 3 9 LI N E B ( B a s i n O u t l e t P i p e ) DS WS E SY S T E M PIP E DI A . PI P E LE N G T H Q ( c f s ) NO . o f PI P E S K PI P E SL O P E DS IN V E R T US IN V E R T FR I C T I O N SL O P E VE L O C I T Y VE L O C I T Y HE A D LO S S CO E F F I C I E N T LOSSESUSWSE 10 9 0 . 5 0 L I N E B 1 8 2 9 . 0 0 1 7 . 3 2 . 0 2 1 0 . 0 8 0 . 1 3 0 0 1 0 8 9 . 0 0 1 0 9 2 . 7 7 0 . 0 0 6 8 9 . 8 0 8 3 0 . 1 5 2 0 0 . 0 0 0 0 0 . 0 0 0 0 1 0 9 0 . 7 0 PI P E S I Z I N G ( S O F F I T C O N T R O L ) PI P E S I Z I N G ( S O F F I T C O N T R O L ) JU N C T I O N S T R U C T U R E PI P E S I Z I N G ( S O F F I T C O N T R O L ) LO S S TR A N S I T I O N S T R U C T U R E WA L L E N T R A N C E APPENDIX F: WATER QUALITY CALCULATIONS APPENDIX F.1: ISOHYETAL MAP FOR THE 85TH PERCENTILE 24-HOUR STORM EVENT APPENDIX F.2: SANTA MARGARITA WATERSHED DESIGN VOLUME SPREADSHEET Date Enter the Area Tributary to this Feature AT =4.8acres Site Location Township8S Range3W Section1 D85 = 1.00 If =0.42 Use the following equation based on the WEF/ASCE Method C = 0.858If 3 - 0.78If 2 + 0.774If + 0.04 C = 0.29 Vu = 0.29 VBMP (ft3)= VBMP =5,053 ft3 TTM 33584 - Revised No. 1 Drainage Area Number/Name Calculated Cells Company NameJLC Engineering and Consulting, Inc. Santa Margarita Watershed BMP Design Volume, VBMP (Rev. 03-2012) Legend:Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP (in*ac)/ac 9/2/2013 Designed byJilleen FerrisCounty/City Case NoTTM 33584 Company Project Number/Name Notes: (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP. 12 (in/ft) Calculate VU, the 85% Unit Storage Volume VU= D85 x C VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) Enter the 85th Percentile, 24-hour Rainfall Depth Water Quality Area A1 Select the 'Post-Development Surface Cover' from the pull down above Determine the Effective Impervious Fraction Type of post-development surface cover (use pull down menu) Effective Impervious Fraction 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Date Enter the Area Tributary to this Feature AT =1.3acres Site Location Township8S Range3W Section1 D85 = 1.00 If =0.44 Use the following equation based on the WEF/ASCE Method C = 0.858If 3 - 0.78If 2 + 0.774If + 0.04 C = 0.30 Vu = 0.30 VBMP (ft3)= VBMP =1,416 ft3 TTM 33584 - Revised No. 1 Drainage Area Number/Name Calculated Cells Company NameJLC Engineering and Consulting, Inc. Santa Margarita Watershed BMP Design Volume, VBMP (Rev. 03-2012) Legend:Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP (in*ac)/ac 9/2/2013 Designed byJilleen FerrisCounty/City Case NoTTM 33584 Company Project Number/Name Notes: (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP. 12 (in/ft) Calculate VU, the 85% Unit Storage Volume VU= D85 x C VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) Enter the 85th Percentile, 24-hour Rainfall Depth Water Quality Area "A2" Select the 'Post-Development Surface Cover' from the pull down above Determine the Effective Impervious Fraction Type of post-development surface cover (use pull down menu) Effective Impervious Fraction 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E APPENDIX F.3: POROUS PAVEMENT DESIGN SPREADSHEETS Company Name:Date: Designed by:County/City Case No.: Enter the area tributary to this feature AT=4.8acres Enter VBMP determines from Section 2.1 of this Handbook VBMP=5,053 ft3 Reservoir Layer Depth, bTH bTH= 18inches AS=8,422 ft2 12,256 ft2 (A)in (B)in (C)in (D)18in in % Sediment Control Provided? (Use pulldown) Geotechnical report attached? (Use pulldown) Describe Surrounding Vegetation: Notes: If the permeable pavement has been designed correctly, there should be no error messages on the spreadsheet. Proposed Surface Area = AS (ft) = Slope of Permeable Pavement Per the Geotechnical Engineer's Recommendations (0.4 x bTH (in)) / 12(in/ft) Reservoir Layer Permeable Pavement Cross Section Total Permeable Pavement Section Required Entries Calculated Cells Minimum Surface Area Required, AS VBMP (ft3) Exceeds 12 inch maximum value Permeable Pavement Surface Area Permeable Pavement - Design Procedure BMP ID Legend:WQ A1 JLC Engineering9/2/2013 Jilleen FerrisTTM 33584 Design Volume Riverside County Best Management Practice Design Handbook JUNE 2010 Company Name:Date: Designed by:County/City Case No.: Enter the area tributary to this feature AT=1.3acres Enter VBMP determines from Section 2.1 of this Handbook VBMP=1,416 ft3 Reservoir Layer Depth, bTH bTH= 18inches AS=2,360 ft2 2,838 ft2 (A)in (B)in (C)in (D)18in in % Sediment Control Provided? (Use pulldown) Geotechnical report attached? (Use pulldown) Describe Surrounding Vegetation: Notes: If the permeable pavement has been designed correctly, there should be no error messages on the spreadsheet. Proposed Surface Area = AS (ft) = Slope of Permeable Pavement Per the Geotechnical Engineer's Recommendations (0.4 x bTH (in)) / 12(in/ft) Reservoir Layer Permeable Pavement Cross Section Total Permeable Pavement Section Required Entries Calculated Cells Minimum Surface Area Required, AS VBMP (ft3) Exceeds 12 inch maximum value Permeable Pavement Surface Area Permeable Pavement - Design Procedure BMP ID Legend:WQ A2 JLC Engineering9/2/2013 Jilleen FerrisTTM 33584 Design Volume Riverside County Best Management Practice Design Handbook JUNE 2010 APPENDIX G: INCREASED RUNOFF MITIGATION CALCULATIONS APPENDIX G.1: UNIT HYDROGRAPH SUMMARY TABLE Pr e ‐Pr o j e c t Ar e a A r e a  (A C ) Q  (c f s ) V o l .  (a c ‐ft ) Q  (c f s ) V o l .  (a c ‐ft ) Q  (c f s ) V o l .  (a c ‐ft ) A 8 . 9 0 . 3 4 0 . 2 1 1 . 9 2 0 . 5 6 2 5 . 3 7 0 . 7 8 Po s t ‐Pr o j e c t Ar e a A r e a  (A C ) Q  (c f s ) V o l .  (a c ‐ft ) Q  (c f s ) V o l .  (a c ‐ft ) Q  (c f s ) V o l .  (a c ‐ft ) A 6 . 5 0 . 5 2 0 . 3 2 1 . 0 8 0 . 5 5 2 2 . 8 8 0 . 5 4 B 2 . 4 0 . 0 6 0 . 0 4 0 . 5 9 0 . 1 5 6 . 9 0 . 2 2 TO T A L S : 8. 9 0 . 5 8 0 . 3 6 1 . 6 7 0 . 7 2 9 . 7 8 0 . 7 6 Po s t ‐Pr o j e c t  ‐   Pr e ‐Pr o j e c t NO T E :  10 ‐ye a r ,  24 ‐ho u r  st o r m  du r a t i o n  do e s  no t  re q u i r e  mi t i g a t i o n  fo r  in c r e a s e d  ru n o f f .   10 0 ‐Year, 1‐Hour ‐0.02 Vo l u m e s  (a c ‐ft ) 10 ‐Ye a r ,  24 ‐Ho u r 2‐Ye a r ,  24 ‐Ho u r 2‐Ye a r ,  24 ‐Ho u r 1 0 ‐Ye a r ,  24 ‐Ho u r 10 0 ‐Ye a r ,  1‐Ho u r 10 0 ‐Ye a r ,  1‐Ho u r Fl o w  Ra t e s  (c f s ) 0. 2 4 2‐Ye a r ,  24 ‐Ho u r 0. 1 4 10 ‐Ye a r ,  24 ‐Ho u r 0. 1 5 2‐Ye a r ,  24 ‐Ho u r ‐0. 2 5 10 ‐Ye a r ,  24 ‐Ho u r 1 0 0 ‐Ye a r ,  1‐Ho u r 4. 4 1 APPENDIX G.2: BASIN STORAGE VOLUME SPREADSHEET ContourContourContourContourTotalTotalBasin ElevationArea Area IntervalBasinBasinOutflow (sf)(ac)VolumeVolumeVolume (ft3/s) (ac-ft)(ac-ft)(ft3) 1093.002107.40.0480.00000.00000.0000 1.000.056 1094.002800.660.0640.05612445.800.0745 2.000.073 1095.003530.400.0810.12875604.300.3548 3.000.090 1096.004289.540.0980.21839508.110.6139 4.000.107 1097.005076.920.1170.325714185.829.1921 Sand Filter Basin APPENDIX H: CULVERT SIZING ANALYSIS APPENDIX H.1: NOMOGRAPH FOR EXISTING CULVERT EXCERPTS EXCERPT A: HEC-RAS CHANNEL ANALYSIS FOR MIRA LOMA TENTATIVE TRACT MAP 33584, PREPARED BY HUNSAKER & ASSOCIATES IRVINE, INC. HEC-RAS CHANNEL ANALYSIS For MIRA LOMA TENTATIVE TRACT MAP 33584 CITY OF TEMECULA COUNTY OF RIVERSIDE, CALIFORNIA Prepared for: PPAACCIIFFIICC GGRROOUUPP P.O. BOX 9890 Rancho Santa Fe, CA 92067 Prepared by: HHUUNNSSAAKKEERR &&AASSSSOOCCIIAATTEESS IIRRVVIINNEE,,IINNCC.. IINNLLAANNDD EEMMPPIIRREE RREEGGIIOONN 2900 Adams Street, Suite A-15 Riverside, CA 92504 (951) 352-7200 W.O. # 3021-2 HEC-RAS CHANNEL ANALYSIS For TENTATIVE TRACT MAP 33584 COUNTY OF RIVERSIDE Prepared for: PPAACCIIFFIICC GGRROOUUPP P.O. BOX 9890 Rancho Santa Fe, CA 92067 Prepared by: HHUUNNSSAAKKEERR &&AASSSSOOCCIIAATTEESS IIRRVVIINNEE,,IINNCC.. IINNLLAANNDD EEMMPPIIRREE RREEGGIIOONN 2900 Adams Street, Suite A-15 Riverside, CA 92504 (951) 352-7200 PREPARED UNDER THE SUPERVISION OF: Paul R. Huddleston, Jr., R.C.E. 58020 Exp. 6/30/12 W.O. # 3021-2 TABLE OF CONTENTS SECTION TITLE NUMBER I.INTRODUCTION A.PROJECT LOCATION B.STUDY PURPOSE C.PROJECT STAFF D.VICINITY MAP E.DISCUSSION II.CHANNEL ANALYSIS (HEC-RAS) A. EXISTING CONDITION 1. MIXED FLOW ANALYSIS SUMMARY 2. MIXED FLOW ANALYSIS SECTIONS B. PROPOSED CONDITION 1. MIXED FLOW ANALYSIS SUMMARY 2. MIXED FLOW ANALYSIS SECTIONS III.EXHIBITS A.HEC-RAS WATER SURFACE MAP – EXISTING CONDITION B.HEC-RAS WATER SURFACE MAP – PROPOSED CONDITION IV. REFERENCE A.WSPG CULVERT HYDRAULIC ANALYSIS B.SPILLWAY CHANNEL PLANS I.INTRODUCTION A. PROJECT LOCATION This project is in the City of Temecula, County of Riverside. It is located east of Mira Loma and north of Rancho California Road per the attached vicinity map. B. STUDY PURPOSE The purpose of this study is to analyze the difference in flood limits for the existing and proposed conditions of the flood channel bordering the east side of the project site. Required drainage facilities will be designed to protect the project site from a 100-year storm event. C. PROJECT STAFF Hunsaker & Associates, Inc. engineering staff involved in this study includes: Paul R. Huddleston, Jr., R.C.E. Matthew Busch, Project Manager D. VICINITY MAP E. DISCUSSION The site consists of proposed Tentative Tract Map 33584 and the associated construction along a flood channel bounding the east side of the project. According to existing improvement plans for the channel. There is an existing offsite flow at the upstream end of the site of 860 CFS in a 100 year storm event. This hydrology analysis compares the existing and proposed flow conditions through the project site and includes 20 CFS of tributary flow in the analysis for the existing and proposed site conditions. The 20 CFS is based on a separate hydrology analysis for the site prepared by Chang Consultants for Hunsaker & Associates on July 1, 2006. A summary of the change in water surface from the existing to proposed condition immediately follows this discussion. Reference plans and hydraulic calculations for the existing culvert at the downstream end of the site are included in section IV of this report HEC-RAS ANALYSIS CHANNEL SUMMARY TTM 33584 Channel Section Existing Water Surface Elevation Proposed Water Surface Elavation Difference 32 1110.59 1110.59 0.00 31 1110.57 1110.57 0.00 30 1110.54 1110.54 0.00 29 1110.44 1110.44 0.00 27 25 1095.46 1095.46 0.00 24 1094.01 1094.26 0.25 23 1094.03 1094.21 0.18 22 1094.02 1094.19 0.17 21 1094.00 1094.14 0.14 20 1093.97 1094.10 0.13 19 1093.92 1094.04 0.12 18 1093.86 1093.96 0.10 17 1093.78 1093.88 0.10 16 1093.61 1093.73 0.12 15 1093.46 1093.63 0.17 14 1093.50 1093.67 0.17 13 1093.44 1093.59 0.15 12 1093.43 1093.50 0.07 11 1093.41 1093.47 0.06 10 1093.36 1093.36 0.00 9 1093.33 1093.32 -0.01 8 1093.33 1093.33 0.00 7.5 1093.21 1093.10 -0.11 6.5 5 1088.47 1088.47 0.00 4 1084.15 1084.15 0.00 3 1084.59 1084.59 0.00 2 1084.57 1084.57 0.00 1 1083.48 1083.48 0.00 SPILLWAY CULVERT II. CHANNEL ANALYSIS A. EXISTING CONDITION B. PROPOSED CONDITION III. EXHIBITS - HYDROLOGY MAPS M A R C H 2 9, 2 0 0 5 M I R A L O M A C I T Y O F T E M E C U L A P A C I F I C G R O U P M A R C H 2 9, 2 0 0 5 M I R A L O M A C I T Y O F T E M E C U L A P A C I F I C G R O U P IV. REFERENCE PLANS & CALCULATIONS EXCERPT B: TRACT NO. 4040 STREET AND STORM DRAIN IMPROVEMENT PLANS, PREPARED BY MCINTIRE & QUIROS, INC. EXHIBITS EXHIBIT A: PRE-PROJECT CONDITION RATIONAL METHOD HYDROLOGY MAP 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 EXHIBIT B: POST-PROJECT CONDITION RATIONAL METHOD HYDROLOGY MAP 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 EXHIBIT C: PRE-PROJECT CONDITION UNIT HYDROGRAPH HYDROLOGY MAP 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 EXHIBIT D: POST-PROJECT CONDITION UNIT HYDROGRAPH HYDROLOGY MAP 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 EXHIBIT E: DRAINAGE FACILITIES MAP 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 EXHIBIT F: HYDROLOGIC SOILS MAP 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 EXHIBIT G: PRE-PROJECT LAND COVER MAP 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 EXHIBIT H: POST-PROJECT LAND COVER MAP 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 EXHIBIT I: RAINFALL MAPS 2 Y E A R , 1 H O U R RA I N F A L L = 0 . 5 5 TT M 3 3 5 8 4 2 Y E A R , 2 4 H O U R RA I N F A L L = 1 . 8 0 TT M 3 3 5 8 4 10 0 Y E A R , 1 H O U R RA I N F A L L = 1 . 3 0 TT M 3 3 5 8 4 10 0 Y E A R , 2 4 H O U R RA I N F A L L = 5 . 0 0 TT M 3 3 5 8 4 EXHIBIT J: SLOPE OF INTENSITY DURATION CURVES SL O P E I N T E N S I T Y CU R V E SL O P E = 0 . 5 5 TT M 3 3 5 8 4