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Home My WebLink AboutJ - Preliminary Hydrology Report PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR BEECH AVENUE INDUSTRIAL PROJECT CITY OF FONTANA CALIFORNIA PREPARED BY: 41660 IVY STREET, SUITE A MURRIETA, CA 92562 (951) 304-9552 • FAX (951) 304-3568 APRIL 11, 2022 REVISIONS: AIREF BEECH LOGISTICS CENTER LP PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR BEECH AVENUE INDUSTRIAL PROJECT CITY OF FONTANA, CALIFORNIA O:\265.22.22\Engineering\Hydrology_Plan\Reports\Prelim Hydrology&Hydraulics.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. 4/11/2022 Joseph L. Castaneda RCE 59835 Date Seal Registered Civil Engineer AIREF BEECH LOGISTICS CENTER LP PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR BEECH AVENUE INDUSTRIAL PROJECT CITY OF FONTANA, 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. STORM DRAIN SYSTEM ..................................................................................... 5 V. CONCLUSION AND RECOMMENDATIONS ....................................................... 9 VI. REFERENCES ..................................................................................................... 9 FIGURES FIGURE 1: VICINITY MAP FIGURE 2: WATERSHED STUDY AREA APPENDICES APPENDIX A: PRE-PROJECT RATIONAL METHOD HYDROLOGY ANALYSES APPENDIX A.1: RATIONAL METHOD ANALYSIS, 100-YEAR STORM EVENT APPENDIX A.2: RATIONAL METHOD ANALYSIS, 25-YEAR STORM EVENT APPENDIX A.3: RATIONAL METHOD ANALYSIS, 10-YEAR STORM EVENT APPENDIX B: POST-PROJECT RATIONAL METHOD HYDROLOGY ANALYSES APPENDIX B.1: RATIONAL METHOD ANALYSIS, 100-YEAR STORM EVENT APPENDIX B.2: RATIONAL METHOD ANALYSIS, 25-YEAR STORM EVENT APPENDIX B.3: RATIONAL METHOD ANALYSIS, 10-YEAR STORM EVENT APPENDIX C: POST-PROJECT UNIT HYDROGRAPH ANALYSES APPENDIX C.1: 100-YEAR STORM EVENT APPENDIX C.2: 25-YEAR STORM EVENT APPENDIX D: 96” CMP SUBSURFACE STORAGE SYSTEM AIREF BEECH LOGISTICS CENTER LP PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR BEECH AVENUE INDUSTRIAL PROJECT CITY OF FONTANA, CALIFORNIA O:\108.11.07\Tentative_Tract_Map\Engineering\Hydrology_Plan\Report\report.doc 3 EXCERPTS EXCERPT A: NRCS SOIL SURVEY HYDROLOGIC SOILS MAP EXCERPT B: NOAA ATLAS 14 RAINFALL EXCERPT C INFILTRATION REPORT EXCERPT D PRELIMINARY FOOTHILL REGIONAL STORM DRAIN EXCERPT E FOOTHILL BLVD & BEECH AVENUE IMPROVEMENT PLANS EXHIBITS EXHIBIT A: PRE- PROJECT CONDITION RATIONAL METHOD HYDROLOGY MAP EXHIBIT B: POST- PROJECT CONDITION RATIONAL METHOD HYDROLOGY MAP EXHIBIT C: DRAINAGE FACILITIES MAP AIREF BEECH LOGISTICS CENTER LP PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR BEECH AVENUE INDUSTRIAL PROJECT CITY OF FONTANA, CALIFORNIA O:\265.22.22\Engineering\Hydrology_Plan\Reports\Prelim Hydrology&Hydraulics.docx 1 I. INTRODUCTION The Beech Avenue Industrial project is approximately 10 acre industrial site that is being developed. The development project will be constructing an industrial building that is 185,380 square feet. The project site is located at the northeast corner of the intersection of Beech Avenue and Pacific Electric Trail. The project site is currently an undeveloped site, see Figure 1. The purpose of this study is to determine the necessary storm drain infrastructure and best management practices (BMPs) required for the proposed project. The scope of work consists of the following: 1. Perform the post-project condition 100-year, 25-year and 10-year hydrology analyses for the overall project site utilizing the San Bernardino County Hydrology Manual. 2. Determine the necessary storm drain improvements to convey the post-project condition flow rate using the requirements outlined in the Preliminary Foothill Regional Storm Drain Drainage Report prepared by Madole & Associates. 3. Determine the subsurface storage system volume required to attenuate the water quality runoff generated by the project. 4. Prepare a preliminary hydrology and hydraulics which consists of hydrological and analytical results and exhibits. II. PROJECT SITE AND DRAINAGE AREA OVERVIEW The Beech Avenue Industrial project is proposing a 185,380 square foot building as part of the development of an industrial site. The project site is bounded by Pacific Electric Trail to the north, an undeveloped site to the south, existing developed area to the west, and Beech Avenue to the south. The City of Fontana General Plan dated March 2, 2021 has identified the project area as light industrial. The existing site topography currently trends to the south. The runoff produced by the watershed accumulates along Foothill Blvd. The runoff from the watershed area currently surface flows from east to west along Foothill Blvd. The watershed area used to study the surrounding area is bounded by Pacific Electric Trail to the north, Sultana Avenue to the east and Hemlock Avenue to the west and Foothill Blvd to the south, see Figure 2. The watershed area is controlled by storm drain infrastructure north of Pacific Electric Trail, catch basins at the intersection of Sultana Avenue and Foothill Blvd and existing catch basins at the intersection of Hemlock Avene and Foothill Blvd. There is an existing storm drain facility that is either a 36-inch or 42-inch storm drain along Foothill Blvd that extends from Hemlock Avenue to Sultana Avenue. The existing storm drain connects to a 66- inch storm drain west of Hemlock Avenue. The runoff from the watershed area AIREF BEECH LOGISTICS CENTER LP PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR BEECH AVENUE INDUSTRIAL PROJECT CITY OF FONTANA, CALIFORNIA O:\265.22.22\Engineering\Hydrology_Plan\Reports\Prelim Hydrology&Hydraulics.docx 2 sheet flows in the southerly direction. However, there is only one grate inlet at Beech Avenue and Foothill Blvd that connect to the existing storm drain within Foothill Blvd that extends from Hemlock Avenue to Sultana Avenue The proposed project is planning to construct an industrial site that has an impervious area percent of 90%. The existing topography indicates a change in vertical elevation of 10 feet between the northern property line and southern property line. The project is planning to construct a subsurface infiltration storage system and a 24-inch storm drain system that will convey flows to Foothill Blvd and Beech Avenue. In addition, the project will coordinate with the City of Fontana to implement the storm drain infrastructure planned as part of the Foothill Blvd and Beech Avenue roadway improvements that are part of a capital improvement project. III. HYDROLOGY The San Bernardino County Hydrology Manual (Reference 1) was used to develop the hydrological parameters for the rational method. The calculations were performed using the computer program developed by Civil Cadd/Civil Design. The existing hydrological soil type is Soil A which was obtained from the United States Department of Agriculture, Natural Resources Conservation Service (NRCS) WebSoil Survey, see Excerpt A. The project soil composition (Soil A) is considered to have high infiltration potential. The soils type utilized in conjunction with the land covers for the pre-project and post-project conditions: Pre-Development Condition Land Cover Corresponding Hydrology Manual Cover Runoff Index – Soil C Impervious Fraction Undeveloped Fair Cover Open Brush Fair Cover 46 0.00 Post-Development Condition Land Cover Corresponding Hydrology Manual Cover Runoff Index – Soil C Impervious Fraction Paved and Building Area Industrial/Commercial 32 0.90 To perform hydrology analyses, rainfall data is required as part of the input parameters required by the program. The rainfall depths (in inches) utilized in AIREF BEECH LOGISTICS CENTER LP PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR BEECH AVENUE INDUSTRIAL PROJECT CITY OF FONTANA, CALIFORNIA O:\265.22.22\Engineering\Hydrology_Plan\Reports\Prelim Hydrology&Hydraulics.docx 3 the hydrology analyses were obtained from NOAA Atlas 14, see Excerpt B. As part of the rational method analyses an intensity-duration slope is required to compute the intensity for a given time of concentration. The analyses utilized a slope value 0.6 as required by the San Bernardino County Hydrology Manual. The total watershed study area for the project site is approximately 42 acres. The watershed was broken up into two areas to determine peak flow rate within the watershed area. In the pre-project condition, the area analyzed Area A and Area B. Area A is the watershed area tributary to Foothill Blvd and Hemlock Avenue. Area B is tributary to Beech Avenue and Foothill Blvd. The purpose of the pre-project rational method analyses is used to develop peak flow rates to assess current flow rates at key intersections: Table 1 – Pre-Project Flow Rate (ft3/s) Results Drainage Area Intersection 100 Year Flow Rate 25 Year Flow Rate 10 Year Flow Rate Area A Foothill & Hemlock 41.2 20.5 12.0 Area A w/ Area B By- Pass Foothill & Hemlock 63.4 33.4 21.9 Area B Foothill & Beech 22.2 12.9 9.9 The pre-project rational method hydrology calculations have been included in Appendix A. The pre-project rational method hydrology map has been included as Exhibits A. The same watershed area was developed for the post-project condition. However, the proposed storm drain system was represented in the hydrology model. The table below provides the flow rates Table 2 – Post-Project Flow Rate (ft3/s) Results Drainage Area Intersection 100 Year Flow Rate 25 Year Flow Rate 10 Year Flow Rate Area A Foothill & Hemlock 33.6 19.0 12.6 Area B Foothill & Beech 22.1 6.1 22.4 The post-project rational method hydrology calculations have been included in Appendix B. The pre-project rational method hydrology map has been included as Exhibits B. AIREF BEECH LOGISTICS CENTER LP PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR BEECH AVENUE INDUSTRIAL PROJECT CITY OF FONTANA, CALIFORNIA O:\265.22.22\Engineering\Hydrology_Plan\Reports\Prelim Hydrology&Hydraulics.docx 4 In addition, to the rational method analyses, a unit hydrograph analyses were performed for the 100-year and 25-year post project condition. The unit hydrgraph analyses was developed to determine the required the size of the subsurface system. The Drainage Study developed by Madole & Associates documented that a 8’h X 6’W RCB storm drain would be required along Foothill Blvd. The storm drain system would connect to an existing 66-inch storm drain located west of Hemlock Avenue. Furthermore, the study indicates that the during the interim condition the design flow rate should be for a 25-year storm frequency. Therefore, the project will be required to mitigate the 100-year peak flow rate to 25 year peak flow levels. The unit hydrographs have been included in Appendix C. The results in Table 3 provide the required storage volume and flow rate reduction required to meet the interim design criteria. Table 3 – Post-Project Unit Hydrograph Results Drainage Area 100 Year Flow Rate (ft3/s) 25 Year Flow Rate (ft3/s) Subsurface System Outflow (ft3/s) Storage Required (ac-ft) Project Site 31.2 23.7 17.3 0.6 IV. STORM DRAIN SYSTEM The project will construct industrial building with an area of approximately 185,380 sf. The project will implement grate inlets, catch basins and storm drain system within the project site to collect and convey runoff into a subsurface storage system, which is required to mitigate water quality runoff and increase runoff to restrict flows to the 25 year peak flow rate condition. Additionally, the project is required to implement Best Management Practices (BMPs) throughout the project site to ensure water quality mitigation meets the standards as outlined in the San Bernardino County Water Quality Technical Guidance Manual (TGM). The TGM provides a hierarchy of BMPs that are to be implemented on a project and are outlined as follows: 1. Priority No. 1 BMPs are infiltration BMPs that allow water quality runoff from the project to be captured and reintroduced into the groundwater. 2. Priority No. 2 BMPs are capture and storage BMPs that collect the water quality runoff. The water quality runoff volume is then used as part of the project daily operations such as toilet water, industrial uses, or other uses where water is needed. The reuse of the water quality runoff will be discharged into the local sewer system where it undergoes treatment. 3. Priority No. 3 BMPs will capture and store water quality runoff within a landscape basin area that incorporates a prescribed soil media. The vegetation AIREF BEECH LOGISTICS CENTER LP PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR BEECH AVENUE INDUSTRIAL PROJECT CITY OF FONTANA, CALIFORNIA O:\265.22.22\Engineering\Hydrology_Plan\Reports\Prelim Hydrology&Hydraulics.docx 5 and soil media provide the treatment of the water quality runoff before releasing the runoff into the local storm drain system. To begin the process of assessing the BMPs, the project must prepare a geotechnical and infiltration study for the project site. Based on the results of the study the project can assess the best BMP approach for the project site. Based on the results of the geotechnical and infiltration study, which is included as part of the WQMP, the project has infiltration rate sufficient to promote the use of infiltration based BMPs. The proposed location of the subsurface storage system has been located along the easterly side of the project site where infiltration test location I-1 & I-2 were taken, see Excerpt C Infiltration Report. The infiltration rate at this location is 12.1 in/hr. As part of the project preliminary design a value of 12.1 in/hr was utilized. Additionally, the preliminary analyses will use a safety factor of 5 to compute a flow rate per horizontal square foot. The drainage facilities map shown in Exhibit C, provides the proposed drainage facilities for the project site. The drainage systems consist of drainage inlets, storm drain pipe and a subsurface storage system to mitigate water quality and increased runoff. Based on the hydrology the subsurface storage system must retain sufficient volume to treat water quality volume. Based on existing storm drain infrastructure, the project will be allowed to discharge the 25-year peak flows from the project site. The project is proposing the following improvements: 1. Proposed onsite storm drain to convey runoff into the proposed subsurface storage unit defined as Detention Basin A. The subsurface system will be a 5 barrel 96” subsurface system that is 52 ft wide and 195 ft long. The total infiltration surface area will be 10,140 sf. 2. Line A will convey onsite runoff from the project site and deliver the runoff into the Detention Basin A 3. The Beech Avenue Storm Drain will be the outlet system for Detention Basin A and will convey the runoff into the Foothill Blvd Storm Drain which is a 8’W x 6’H RCB system. The subsurface storage system assessment was conducted for the proposed water quality volume of 39,644 ft3. The following is a description of the analyses which accounts for the infiltration potential of the in-situ soil with a safety factor of 5: 1. The subsurface storage size evaluation began by sizing a subsurface system to ensure the water quality volume can be drained in less than 48 hours. The assessment had to perform an iterative process that determined a subsurface storage system horizontal area used to compute an infiltration flow rate based 12.1 in/hour and a basin bottom area of 10,140 ft2. Using these two AIREF BEECH LOGISTICS CENTER LP PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT FOR BEECH AVENUE INDUSTRIAL PROJECT CITY OF FONTANA, CALIFORNIA O:\265.22.22\Engineering\Hydrology_Plan\Reports\Prelim Hydrology&Hydraulics.docx 6 parameters a flow rate for the subsurface system is 0.568 ft3/s for the horizontal area. 2. The subsurface storage system will allow the water quality volume to be stored below elevation 1269.0 which will hold a total of 43,670.25 ft3 of runoff volume. This is more than the minimum required volume of 39,644 ft3. 3. Using a flow rate for the subsurface system of 0.568 ft3/s for the horizontal area the storage volume of 43,670.25 ft3 will take 21.5 hours to infiltrate. 4. The storage above elevation 1269.0 will be used to regulate the peak flow leaving the project site to be less than the 25 year peak flow rate. Based on the available storage volume shown on the table included in Appendix D, a total of 0.6 acre feet has been provided. This will limit the outflow to 17.3 ft3/s. The Drainage Facilities Map, Exhibit C includes the proposed storm drain system that will be constructed as part of this project which will meet the requirements outlined in the Preliminary Foothill Regional Storm Drain Drainage Report prepared by Madole & Associates. V. CONCLUSION AND RECOMMENDATIONS This preliminary hydrology and hydraulics study was prepared to determine the required improvements to address mitigation measures for the project site. Additionally, the project provides the required infrastructure to flood protect the project. VI. REFERENCES 1. San Bernardino County Hydrology Manual, August 1986 2. Preliminary Foothill Regional Storm Drain Drainage Report prepared by Madole & Associates 3. Foothill Blvd and Beech Avenue Roadway Improvements AIREF BEECH LOGISTICS CENTER LP FIGURES FIGURE 1: VICINITY MAP 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Engineering & Consulting, Inc. FIGURE 2: WATERSHED STUDY AREA 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Engineering & Consulting, Inc. APPENDICES APPENDIX A: PRE-PROJECT RATIONAL METHOD HYDROLOGY ANALYSES APPENDIX A.1: RATIONAL METHOD ANALYSIS, 100-YEAR STORM EVENT 1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 04/11/22 ------------------------------------------------------------------------ 265.22.22 100-YEAR RATIONAL TABLING METHOD FOR AREA A PRE-PROJECT CONDITION FN: ARAPRE100.RSB ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.510 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance = 569.000(Ft.) Top (of initial area) elevation = 1288.000(Ft.) Bottom (of initial area) elevation = 1275.400(Ft.) Difference in elevation = 12.600(Ft.) Slope = 0.02214 s(%)= 2.21 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.134 min. Rainfall intensity = 2.998(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.740 Subarea runoff = 8.964(CFS) Total initial stream area = 4.040(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1275.400(Ft.) Downstream point elevation = 1262.700(Ft.) Channel length thru subarea = 944.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 14.049(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 14.049(CFS) Depth of flow = 0.338(Ft.), Average velocity = 1.902(Ft/s) 2 Channel flow top width = 38.756(Ft.) Flow Velocity = 1.90(Ft/s) Travel time = 8.27 min. Time of concentration = 27.40 min. Critical depth = 0.301(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Adjusted SCS curve number for AMC 3 = 66.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.564(In/Hr) Rainfall intensity = 2.416(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.694 Subarea runoff = 10.109(CFS) for 7.330(Ac.) Total runoff = 19.073(CFS) Effective area this stream = 11.37(Ac.) Total Study Area (Main Stream No. 1) = 11.37(Ac.) Area averaged Fm value = 0.553(In/Hr) Depth of flow = 0.384(Ft.), Average velocity = 2.055(Ft/s) Critical depth = 0.344(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 11.370(Ac.) Runoff from this stream = 19.073(CFS) Time of concentration = 27.40 min. Rainfall intensity = 2.416(In/Hr) Area averaged loss rate (Fm) = 0.5526(In/Hr) Area averaged Pervious ratio (Ap) = 0.9678 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance = 779.000(Ft.) Top (of initial area) elevation = 1289.000(Ft.) Bottom (of initial area) elevation = 1274.700(Ft.) Difference in elevation = 14.300(Ft.) Slope = 0.01836 s(%)= 1.84 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 22.525 min. Rainfall intensity = 2.718(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.724 Subarea runoff = 7.849(CFS) Total initial stream area = 3.990(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1274.700(Ft.) 3 Downstream point elevation = 1262.700(Ft.) Channel length thru subarea = 707.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 11.879(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 11.879(CFS) Depth of flow = 0.299(Ft.), Average velocity = 1.988(Ft/s) Channel flow top width = 34.926(Ft.) Flow Velocity = 1.99(Ft/s) Travel time = 5.93 min. Time of concentration = 28.45 min. Critical depth = 0.277(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Adjusted SCS curve number for AMC 3 = 66.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.564(In/Hr) Rainfall intensity = 2.363(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.690 Subarea runoff = 8.001(CFS) for 5.730(Ac.) Total runoff = 15.850(CFS) Effective area this stream = 9.72(Ac.) Total Study Area (Main Stream No. 2) = 21.09(Ac.) Area averaged Fm value = 0.551(In/Hr) Depth of flow = 0.338(Ft.), Average velocity = 2.139(Ft/s) Critical depth = 0.316(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.720(Ac.) Runoff from this stream = 15.850(CFS) Time of concentration = 28.45 min. Rainfall intensity = 2.363(In/Hr) Area averaged loss rate (Fm) = 0.5508(In/Hr) Area averaged Pervious ratio (Ap) = 0.9705 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 19.07 11.370 27.40 0.553 2.416 2 15.85 9.720 28.45 0.551 2.363 Qmax(1) = 1.000 * 1.000 * 19.073) + 1.030 * 0.963 * 15.850) + = 34.793 Qmax(2) = 0.971 * 1.000 * 19.073) + 1.000 * 1.000 * 15.850) + = 34.373 Total of 2 main streams to confluence: Flow rates before confluence point: 20.073 16.850 Maximum flow rates at confluence using above data: 34.793 34.373 Area of streams before confluence: 11.370 9.720 Effective area values after confluence: 20.732 21.090 4 Results of confluence: Total flow rate = 34.793(CFS) Time of concentration = 27.404 min. Effective stream area after confluence = 20.732(Ac.) Study area average Pervious fraction(Ap) = 0.969 Study area average soil loss rate(Fm) = 0.552(In/Hr) Study area total = 21.09(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1262.700(Ft.) Downstream point elevation = 1259.000(Ft.) Channel length thru subarea = 543.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 37.838(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 37.838(CFS) Depth of flow = 0.584(Ft.), Average velocity = 1.893(Ft/s) Channel flow top width = 63.421(Ft.) Flow Velocity = 1.89(Ft/s) Travel time = 4.78 min. Time of concentration = 32.18 min. Critical depth = 0.465(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Adjusted SCS curve number for AMC 3 = 66.00 Pervious ratio(Ap) = 0.9000 Max loss rate(Fm)= 0.534(In/Hr) Rainfall intensity = 2.194(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.675 Subarea runoff = 6.000(CFS) for 6.790(Ac.) Total runoff = 40.792(CFS) Effective area this stream = 27.52(Ac.) Total Study Area (Main Stream No. 1) = 27.88(Ac.) Area averaged Fm value = 0.547(In/Hr) Depth of flow = 0.602(Ft.), Average velocity = 1.929(Ft/s) Critical depth = 0.480(Ft.) End of computations, Total Study Area = 27.88 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.952 Area averaged SCS curve number = 47.2 1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 04/11/22 ------------------------------------------------------------------------ 265.22.22 100-YEAR RATIONAL TABLING METHOD FOR AREA B PRE-PROJECT CONDITION FN: ARBPRE100.RSB ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.510 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1275.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.02124 s(%)= 2.12 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.240 min. Rainfall intensity = 2.988(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.740 Subarea runoff = 7.005(CFS) Total initial stream area = 3.170(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1275.000(Ft.) Downstream point elevation = 1270.000(Ft.) Channel length thru subarea = 388.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 10.138(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 10.138(CFS) Depth of flow = 0.297(Ft.), Average velocity = 1.723(Ft/s) 2 Channel flow top width = 34.663(Ft.) Flow Velocity = 1.72(Ft/s) Travel time = 3.75 min. Time of concentration = 22.99 min. Critical depth = 0.258(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Adjusted SCS curve number for AMC 3 = 66.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.564(In/Hr) Rainfall intensity = 2.685(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.716 Subarea runoff = 6.199(CFS) for 3.700(Ac.) Total runoff = 13.204(CFS) Effective area this stream = 6.87(Ac.) Total Study Area (Main Stream No. 1) = 6.87(Ac.) Area averaged Fm value = 0.549(In/Hr) Depth of flow = 0.332(Ft.), Average velocity = 1.843(Ft/s) Critical depth = 0.291(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1270.000(Ft.) Downstream point elevation = 1269.000(Ft.) Channel length thru subarea = 255.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 18.711(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 18.711(CFS) Depth of flow = 0.491(Ft.), Average velocity = 1.290(Ft/s) Channel flow top width = 54.097(Ft.) Flow Velocity = 1.29(Ft/s) Travel time = 3.30 min. Time of concentration = 26.29 min. Critical depth = 0.340(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Adjusted SCS curve number for AMC 3 = 66.00 Pervious ratio(Ap) = 0.9800 Max loss rate(Fm)= 0.581(In/Hr) Rainfall intensity = 2.478(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.695 Subarea runoff = 10.920(CFS) for 7.150(Ac.) Total runoff = 24.124(CFS) Effective area this stream = 14.02(Ac.) Total Study Area (Main Stream No. 1) = 14.02(Ac.) Area averaged Fm value = 0.566(In/Hr) Depth of flow = 0.544(Ft.), Average velocity = 1.375(Ft/s) Critical depth = 0.383(Ft.) End of computations, Total Study Area = 14.02 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.977 Area averaged SCS curve number = 46.9 APPENDIX A.2: RATIONAL METHOD ANALYSIS, 25-YEAR STORM EVENT 1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 04/11/22 ------------------------------------------------------------------------ 265.22.22 25-YEAR RATIONAL TABLING METHOD FOR AREA A PRE-PROJECT CONDITION FN: ARAPRE25.RSB ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.150 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 569.000(Ft.) Top (of initial area) elevation = 1288.000(Ft.) Bottom (of initial area) elevation = 1275.400(Ft.) Difference in elevation = 12.600(Ft.) Slope = 0.02214 s(%)= 2.21 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.134 min. Rainfall intensity = 2.283(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.581 Subarea runoff = 5.358(CFS) Total initial stream area = 4.040(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1275.400(Ft.) Downstream point elevation = 1262.700(Ft.) Channel length thru subarea = 944.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 7.699(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 7.699(CFS) Depth of flow = 0.261(Ft.), Average velocity = 1.633(Ft/s) Channel flow top width = 31.113(Ft.) 2 Flow Velocity = 1.63(Ft/s) Travel time = 9.64 min. Time of concentration = 28.77 min. Critical depth = 0.227(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.813(In/Hr) Rainfall intensity = 1.787(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.491 Subarea runoff = 4.628(CFS) for 7.330(Ac.) Total runoff = 9.986(CFS) Effective area this stream = 11.37(Ac.) Total Study Area (Main Stream No. 1) = 11.37(Ac.) Area averaged Fm value = 0.812(In/Hr) Depth of flow = 0.292(Ft.), Average velocity = 1.745(Ft/s) Critical depth = 0.256(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 11.370(Ac.) Runoff from this stream = 9.986(CFS) Time of concentration = 28.77 min. Rainfall intensity = 1.787(In/Hr) Area averaged loss rate (Fm) = 0.8116(In/Hr) Area averaged Pervious ratio (Ap) = 0.9678 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 779.000(Ft.) Top (of initial area) elevation = 1289.000(Ft.) Bottom (of initial area) elevation = 1274.700(Ft.) Difference in elevation = 14.300(Ft.) Slope = 0.01836 s(%)= 1.84 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 22.525 min. Rainfall intensity = 2.070(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.548 Subarea runoff = 4.527(CFS) Total initial stream area = 3.990(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1274.700(Ft.) Downstream point elevation = 1262.700(Ft.) Channel length thru subarea = 707.000(Ft.) Channel base width = 5.000(Ft.) 3 Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 6.474(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 6.474(CFS) Depth of flow = 0.230(Ft.), Average velocity = 1.703(Ft/s) Channel flow top width = 28.021(Ft.) Flow Velocity = 1.70(Ft/s) Travel time = 6.92 min. Time of concentration = 29.44 min. Critical depth = 0.209(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.813(In/Hr) Rainfall intensity = 1.763(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.486 Subarea runoff = 3.796(CFS) for 5.730(Ac.) Total runoff = 8.323(CFS) Effective area this stream = 9.72(Ac.) Total Study Area (Main Stream No. 2) = 21.09(Ac.) Area averaged Fm value = 0.811(In/Hr) Depth of flow = 0.257(Ft.), Average velocity = 1.816(Ft/s) Critical depth = 0.234(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.720(Ac.) Runoff from this stream = 8.323(CFS) Time of concentration = 29.44 min. Rainfall intensity = 1.763(In/Hr) Area averaged loss rate (Fm) = 0.8114(In/Hr) Area averaged Pervious ratio (Ap) = 0.9705 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 9.99 11.370 28.77 0.812 1.787 2 8.32 9.720 29.44 0.811 1.763 Qmax(1) = 1.000 * 1.000 * 9.986) + 1.026 * 0.977 * 8.323) + = 18.329 Qmax(2) = 0.975 * 1.000 * 9.986) + 1.000 * 1.000 * 8.323) + = 18.056 Total of 2 main streams to confluence: Flow rates before confluence point: 10.986 9.323 Maximum flow rates at confluence using above data: 18.329 18.056 Area of streams before confluence: 11.370 9.720 Effective area values after confluence: 20.868 21.090 Results of confluence: Total flow rate = 18.329(CFS) Time of concentration = 28.769 min. Effective stream area after confluence = 20.868(Ac.) 4 Study area average Pervious fraction(Ap) = 0.969 Study area average soil loss rate(Fm) = 0.812(In/Hr) Study area total = 21.09(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1262.700(Ft.) Downstream point elevation = 1259.000(Ft.) Channel length thru subarea = 543.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 19.199(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 19.199(CFS) Depth of flow = 0.443(Ft.), Average velocity = 1.596(Ft/s) Channel flow top width = 49.301(Ft.) Flow Velocity = 1.60(Ft/s) Travel time = 5.67 min. Time of concentration = 34.44 min. Critical depth = 0.344(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9000 Max loss rate(Fm)= 0.770(In/Hr) Rainfall intensity = 1.605(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.451 Subarea runoff = 1.666(CFS) for 6.790(Ac.) Total runoff = 19.994(CFS) Effective area this stream = 27.66(Ac.) Total Study Area (Main Stream No. 1) = 27.88(Ac.) Area averaged Fm value = 0.801(In/Hr) Depth of flow = 0.450(Ft.), Average velocity = 1.613(Ft/s) Critical depth = 0.352(Ft.) End of computations, Total Study Area = 27.88 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.952 Area averaged SCS curve number = 47.2 1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 04/11/22 ------------------------------------------------------------------------ 265.22.22 25-YEAR RATIONAL TABLING METHOD FOR AREA B PRE-PROJECT CONDITION FN: ARBPRE25.RSB ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.150 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1275.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.02124 s(%)= 2.12 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.240 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.580 Subarea runoff = 4.182(CFS) Total initial stream area = 3.170(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1275.000(Ft.) Downstream point elevation = 1270.000(Ft.) Channel length thru subarea = 388.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 5.841(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 5.841(CFS) Depth of flow = 0.234(Ft.), Average velocity = 1.498(Ft/s) Channel flow top width = 28.375(Ft.) 2 Flow Velocity = 1.50(Ft/s) Travel time = 4.32 min. Time of concentration = 23.56 min. Critical depth = 0.199(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.813(In/Hr) Rainfall intensity = 2.015(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.538 Subarea runoff = 3.261(CFS) for 3.700(Ac.) Total runoff = 7.444(CFS) Effective area this stream = 6.87(Ac.) Total Study Area (Main Stream No. 1) = 6.87(Ac.) Area averaged Fm value = 0.811(In/Hr) Depth of flow = 0.260(Ft.), Average velocity = 1.593(Ft/s) Critical depth = 0.223(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1270.000(Ft.) Downstream point elevation = 1269.000(Ft.) Channel length thru subarea = 255.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 10.168(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 10.168(CFS) Depth of flow = 0.382(Ft.), Average velocity = 1.106(Ft/s) Channel flow top width = 43.171(Ft.) Flow Velocity = 1.11(Ft/s) Travel time = 3.84 min. Time of concentration = 27.40 min. Critical depth = 0.258(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9800 Max loss rate(Fm)= 0.838(In/Hr) Rainfall intensity = 1.840(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.497 Subarea runoff = 5.368(CFS) for 7.150(Ac.) Total runoff = 12.812(CFS) Effective area this stream = 14.02(Ac.) Total Study Area (Main Stream No. 1) = 14.02(Ac.) Area averaged Fm value = 0.825(In/Hr) Depth of flow = 0.420(Ft.), Average velocity = 1.172(Ft/s) Critical depth = 0.287(Ft.) End of computations, Total Study Area = 14.02 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.977 Area averaged SCS curve number = 46.9 APPENDIX A.3: RATIONAL METHOD ANALYSIS, 10-YEAR STORM EVENT 1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 04/11/22 ------------------------------------------------------------------------ 265.22.22 10-YEAR RATIONAL TABLING METHOD FOR AREA A PRE-PROJECT CONDITION FN: ARAPRE10.RSB ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 0.931 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 569.000(Ft.) Top (of initial area) elevation = 1288.000(Ft.) Bottom (of initial area) elevation = 1275.400(Ft.) Difference in elevation = 12.600(Ft.) Slope = 0.02214 s(%)= 2.21 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.134 min. Rainfall intensity = 1.848(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.506 Subarea runoff = 3.777(CFS) Total initial stream area = 4.040(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1275.400(Ft.) Downstream point elevation = 1262.700(Ft.) Channel length thru subarea = 944.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 5.023(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 5.023(CFS) Depth of flow = 0.217(Ft.), Average velocity = 1.464(Ft/s) Channel flow top width = 26.667(Ft.) 2 Flow Velocity = 1.46(Ft/s) Travel time = 10.75 min. Time of concentration = 29.88 min. Critical depth = 0.186(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.813(In/Hr) Rainfall intensity = 1.415(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.384 Subarea runoff = 2.392(CFS) for 7.330(Ac.) Total runoff = 6.169(CFS) Effective area this stream = 11.37(Ac.) Total Study Area (Main Stream No. 1) = 11.37(Ac.) Area averaged Fm value = 0.812(In/Hr) Depth of flow = 0.237(Ft.), Average velocity = 1.543(Ft/s) Critical depth = 0.205(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 11.370(Ac.) Runoff from this stream = 6.169(CFS) Time of concentration = 29.88 min. Rainfall intensity = 1.415(In/Hr) Area averaged loss rate (Fm) = 0.8116(In/Hr) Area averaged Pervious ratio (Ap) = 0.9678 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 779.000(Ft.) Top (of initial area) elevation = 1289.000(Ft.) Bottom (of initial area) elevation = 1274.700(Ft.) Difference in elevation = 14.300(Ft.) Slope = 0.01836 s(%)= 1.84 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 22.525 min. Rainfall intensity = 1.676(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.465 Subarea runoff = 3.111(CFS) Total initial stream area = 3.990(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1274.700(Ft.) Downstream point elevation = 1262.700(Ft.) Channel length thru subarea = 707.000(Ft.) Channel base width = 5.000(Ft.) 3 Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 4.193(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 4.193(CFS) Depth of flow = 0.190(Ft.), Average velocity = 1.524(Ft/s) Channel flow top width = 23.988(Ft.) Flow Velocity = 1.52(Ft/s) Travel time = 7.73 min. Time of concentration = 30.26 min. Critical depth = 0.170(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.813(In/Hr) Rainfall intensity = 1.404(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.380 Subarea runoff = 2.071(CFS) for 5.730(Ac.) Total runoff = 5.183(CFS) Effective area this stream = 9.72(Ac.) Total Study Area (Main Stream No. 2) = 21.09(Ac.) Area averaged Fm value = 0.811(In/Hr) Depth of flow = 0.209(Ft.), Average velocity = 1.609(Ft/s) Critical depth = 0.188(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.720(Ac.) Runoff from this stream = 5.183(CFS) Time of concentration = 30.26 min. Rainfall intensity = 1.404(In/Hr) Area averaged loss rate (Fm) = 0.8114(In/Hr) Area averaged Pervious ratio (Ap) = 0.9705 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 6.17 11.370 29.88 0.812 1.415 2 5.18 9.720 30.26 0.811 1.404 Qmax(1) = 1.000 * 1.000 * 6.169) + 1.018 * 0.987 * 5.183) + = 11.379 Qmax(2) = 0.982 * 1.000 * 6.169) + 1.000 * 1.000 * 5.183) + = 11.243 Total of 2 main streams to confluence: Flow rates before confluence point: 7.169 6.183 Maximum flow rates at confluence using above data: 11.379 11.243 Area of streams before confluence: 11.370 9.720 Effective area values after confluence: 20.968 21.090 Results of confluence: Total flow rate = 11.379(CFS) Time of concentration = 29.881 min. Effective stream area after confluence = 20.968(Ac.) 4 Study area average Pervious fraction(Ap) = 0.969 Study area average soil loss rate(Fm) = 0.812(In/Hr) Study area total = 21.09(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1262.700(Ft.) Downstream point elevation = 1259.000(Ft.) Channel length thru subarea = 543.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 11.424(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 11.424(CFS) Depth of flow = 0.357(Ft.), Average velocity = 1.400(Ft/s) Channel flow top width = 40.702(Ft.) Flow Velocity = 1.40(Ft/s) Travel time = 6.46 min. Time of concentration = 36.34 min. Critical depth = 0.273(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9000 Max loss rate(Fm)= 0.770(In/Hr) Rainfall intensity = 1.258(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.327 Subarea runoff = 0.021(CFS) for 6.790(Ac.) Total runoff = 11.400(CFS) Effective area this stream = 27.76(Ac.) Total Study Area (Main Stream No. 1) = 27.88(Ac.) Area averaged Fm value = 0.801(In/Hr) Depth of flow = 0.357(Ft.), Average velocity = 1.400(Ft/s) Critical depth = 0.273(Ft.) End of computations, Total Study Area = 27.88 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.952 Area averaged SCS curve number = 47.2 1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 04/11/22 ------------------------------------------------------------------------ 265.22.22 10-YEAR RATIONAL TABLING METHOD FOR AREA B PRE-PROJECT CONDITION FN: ARBPRE10.RSB ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 0.931 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 SCS curve number for soil(AMC 2) = 84.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.301(In/Hr) Initial subarea data: Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1275.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.02124 s(%)= 2.12 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.240 min. Rainfall intensity = 1.842(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.753 Subarea runoff = 4.398(CFS) Total initial stream area = 3.170(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.301(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1275.000(Ft.) Downstream point elevation = 1270.000(Ft.) Channel length thru subarea = 388.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 5.478(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 5.478(CFS) Depth of flow = 0.227(Ft.), Average velocity = 1.473(Ft/s) Channel flow top width = 27.726(Ft.) 2 Flow Velocity = 1.47(Ft/s) Travel time = 4.39 min. Time of concentration = 23.63 min. Critical depth = 0.193(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.813(In/Hr) Rainfall intensity = 1.628(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.581 Subarea runoff = 2.106(CFS) for 3.700(Ac.) Total runoff = 6.504(CFS) Effective area this stream = 6.87(Ac.) Total Study Area (Main Stream No. 1) = 6.87(Ac.) Area averaged Fm value = 0.576(In/Hr) Depth of flow = 0.245(Ft.), Average velocity = 1.539(Ft/s) Critical depth = 0.209(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation = 1270.000(Ft.) Downstream point elevation = 1269.000(Ft.) Channel length thru subarea = 255.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 8.144(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 8.144(CFS) Depth of flow = 0.348(Ft.), Average velocity = 1.046(Ft/s) Channel flow top width = 39.783(Ft.) Flow Velocity = 1.05(Ft/s) Travel time = 4.06 min. Time of concentration = 27.69 min. Critical depth = 0.232(Ft.) Adding area flow to channel Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9800 Max loss rate(Fm)= 0.838(In/Hr) Rainfall intensity = 1.481(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.468 Subarea runoff = 3.217(CFS) for 7.150(Ac.) Total runoff = 9.722(CFS) Effective area this stream = 14.02(Ac.) Total Study Area (Main Stream No. 1) = 14.02(Ac.) Area averaged Fm value = 0.710(In/Hr) Depth of flow = 0.375(Ft.), Average velocity = 1.094(Ft/s) Critical depth = 0.254(Ft.) End of computations, Total Study Area = 14.02 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.977 Area averaged SCS curve number = 54.6 APPENDIX B: POST-PROJECT RATIONAL METHOD HYDROLOGY ANALYSES APPENDIX B.1: RATIONAL METHOD ANALYSIS, 100-YEAR STORM EVENT 1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 04/11/22 ------------------------------------------------------------------------ 265.22.22 100-YEAR RATIONAL TABLING METHOD FOR AREA A POST-PROJECT CONDITION FN: ARAPOST100.RSB ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.510 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 745.000(Ft.) Top (of initial area) elevation = 1285.000(Ft.) Bottom (of initial area) elevation = 1276.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01208 s(%)= 1.21 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.359 min. Rainfall intensity = 4.332(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.884 Subarea runoff = 17.111(CFS) Total initial stream area = 4.470(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1271.000(Ft.) Downstream point/station elevation = 1270.700(Ft.) Pipe length = 595.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.111(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 17.111(CFS) Normal flow depth in pipe = 29.58(In.) Flow top width inside pipe = 33.39(In.) Critical Depth = 15.48(In.) Pipe flow velocity = 2.54(Ft/s) Travel time through pipe = 3.91 min. 2 Time of concentration (TC) = 14.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 14.27 min. Rainfall intensity = 3.575(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.880 Subarea runoff = 0.321(CFS) for 1.070(Ac.) Total runoff = 17.432(CFS) Effective area this stream = 5.54(Ac.) Total Study Area (Main Stream No. 1) = 5.54(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1270.700(Ft.) Downstream point/station elevation = 1270.500(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.432(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 17.432(CFS) Normal flow depth in pipe = 18.28(In.) Flow top width inside pipe = 20.45(In.) Critical Depth = 18.06(In.) Pipe flow velocity = 6.79(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 14.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 14.34 min. Rainfall intensity = 3.564(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.880 Subarea runoff = 10.581(CFS) for 3.390(Ac.) Total runoff = 28.014(CFS) Effective area this stream = 8.93(Ac.) Total Study Area (Main Stream No. 1) = 8.93(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ 3 Upstream point/station elevation = 1270.500(Ft.) Downstream point/station elevation = 1268.000(Ft.) Pipe length = 155.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.014(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 28.014(CFS) Normal flow depth in pipe = 19.15(In.) Flow top width inside pipe = 19.28(In.) Critical Depth = 21.95(In.) Pipe flow velocity = 10.42(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 14.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1268.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 795.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.014(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 28.014(CFS) Normal flow depth in pipe = 27.33(In.) Flow top width inside pipe = 35.72(In.) Critical Depth = 20.02(In.) Pipe flow velocity = 4.51(Ft/s) Travel time through pipe = 2.94 min. Time of concentration (TC) = 17.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 111.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.930(Ac.) Runoff from this stream = 28.014(CFS) Time of concentration = 17.53 min. Rainfall intensity = 3.160(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 479.000(Ft.) Top (of initial area) elevation = 1288.000(Ft.) Bottom (of initial area) elevation = 1280.000(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.01670 s(%)= 1.67 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.137 min. Rainfall intensity = 5.007(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.886 Subarea runoff = 2.040(CFS) Total initial stream area = 0.460(Ac.) 4 Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1280.000(Ft.) End of street segment elevation = 1270.000(Ft.) Length of street segment = 557.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 2.803(CFS) Depth of flow = 0.310(Ft.), Average velocity = 2.897(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.170(Ft.) Flow velocity = 2.90(Ft/s) Travel time = 3.20 min. TC = 11.34 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 4.103(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.883 Subarea runoff = 1.473(CFS) for 0.510(Ac.) Total runoff = 3.513(CFS) Effective area this stream = 0.97(Ac.) Total Study Area (Main Stream No. 2) = 9.90(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 3.513(CFS) Half street flow at end of street = 3.513(CFS) Depth of flow = 0.329(Ft.), Average velocity = 3.049(Ft/s) Flow width (from curb towards crown)= 10.127(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1267.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 39.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.513(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.513(CFS) Normal flow depth in pipe = 8.55(In.) Flow top width inside pipe = 14.85(In.) Critical Depth = 9.08(In.) Pipe flow velocity = 4.86(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 11.47 min. 5 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 111.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.970(Ac.) Runoff from this stream = 3.513(CFS) Time of concentration = 11.47 min. Rainfall intensity = 4.074(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance = 953.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1270.000(Ft.) Difference in elevation = 17.000(Ft.) Slope = 0.01784 s(%)= 1.78 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 24.557 min. Rainfall intensity = 2.581(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.714 Subarea runoff = 8.665(CFS) Total initial stream area = 4.700(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1267.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 64.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.665(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 8.665(CFS) Normal flow depth in pipe = 14.19(In.) Flow top width inside pipe = 19.66(In.) Critical Depth = 13.11(In.) Pipe flow velocity = 5.01(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 24.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 4.700(Ac.) Runoff from this stream = 8.665(CFS) Time of concentration = 24.77 min. Rainfall intensity = 2.568(In/Hr) 6 Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 28.01 8.930 17.53 0.079 3.160 2 3.51 0.970 11.47 0.079 4.074 3 8.66 4.700 24.77 0.532 2.568 Qmax(1) = 1.000 * 1.000 * 28.014) + 0.771 * 1.000 * 3.513) + 1.291 * 0.708 * 8.665) + = 38.638 Qmax(2) = 1.297 * 0.655 * 28.014) + 1.000 * 1.000 * 3.513) + 1.740 * 0.463 * 8.665) + = 34.281 Qmax(3) = 0.808 * 1.000 * 28.014) + 0.623 * 1.000 * 3.513) + 1.000 * 1.000 * 8.665) + = 33.483 Total of 3 main streams to confluence: Flow rates before confluence point: 29.014 4.513 9.665 Maximum flow rates at confluence using above data: 38.638 34.281 33.483 Area of streams before confluence: 8.930 0.970 4.700 Effective area values after confluence: 13.226 8.994 14.600 Results of confluence: Total flow rate = 38.638(CFS) Time of concentration = 17.527 min. Effective stream area after confluence = 13.226(Ac.) Study area average Pervious fraction(Ap) = 0.390 Study area average soil loss rate(Fm) = 0.225(In/Hr) Study area total = 14.60(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1266.700(Ft.) Downstream point/station elevation = 1266.500(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.638(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 38.638(CFS) Normal flow depth in pipe = 28.31(In.) Flow top width inside pipe = 29.51(In.) Critical Depth = 24.27(In.) Pipe flow velocity = 6.48(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 17.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.226(Ac.) Runoff from this stream = 38.638(CFS) Time of concentration = 17.67 min. 7 Rainfall intensity = 3.145(In/Hr) Area averaged loss rate (Fm) = 0.2247(In/Hr) Area averaged Pervious ratio (Ap) = 0.3897 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1275.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.02124 s(%)= 2.12 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.240 min. Rainfall intensity = 2.988(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.740 Subarea runoff = 7.005(CFS) Total initial stream area = 3.170(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1275.000(Ft.) End of street segment elevation = 1270.000(Ft.) Length of street segment = 535.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 11.383(CFS) Depth of flow = 0.500(Ft.), Average velocity = 3.147(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.01(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.683(Ft.) Flow velocity = 3.15(Ft/s) Travel time = 2.83 min. TC = 22.07 min. Adding area flow to street Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Adjusted SCS curve number for AMC 3 = 66.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.564(In/Hr) Rainfall intensity = 2.751(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.720 8 Subarea runoff = 8.698(CFS) for 4.760(Ac.) Total runoff = 15.703(CFS) Effective area this stream = 7.93(Ac.) Total Study Area (Main Stream No. 2) = 22.53(Ac.) Area averaged Fm value = 0.551(In/Hr) Street flow at end of street = 15.703(CFS) Half street flow at end of street = 15.703(CFS) Depth of flow = 0.557(Ft.), Average velocity = 3.257(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.28(Ft.) Flow width (from curb towards crown)= 21.516(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1267.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 38.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.703(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 15.703(CFS) Normal flow depth in pipe = 15.96(In.) Flow top width inside pipe = 22.65(In.) Critical Depth = 17.16(In.) Pipe flow velocity = 7.08(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 22.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1266.700(Ft.) Downstream point/station elevation = 1266.500(Ft.) Pipe length = 103.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.703(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 15.703(CFS) Normal flow depth in pipe = 21.61(In.) Flow top width inside pipe = 26.93(In.) Critical Depth = 16.05(In.) Pipe flow velocity = 4.15(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 22.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.930(Ac.) Runoff from this stream = 15.703(CFS) Time of concentration = 22.58 min. Rainfall intensity = 2.714(In/Hr) Area averaged loss rate (Fm) = 0.5512(In/Hr) Area averaged Pervious ratio (Ap) = 0.9700 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 38.64 13.226 17.67 0.225 3.145 2 15.70 7.930 22.58 0.551 2.714 Qmax(1) = 1.000 * 1.000 * 38.638) + 9 1.199 * 0.783 * 15.703) + = 53.370 Qmax(2) = 0.853 * 1.000 * 38.638) + 1.000 * 1.000 * 15.703) + = 48.649 Total of 2 main streams to confluence: Flow rates before confluence point: 39.638 16.703 Maximum flow rates at confluence using above data: 53.370 48.649 Area of streams before confluence: 13.226 7.930 Effective area values after confluence: 19.431 21.156 Results of confluence: Total flow rate = 53.370(CFS) Time of concentration = 17.668 min. Effective stream area after confluence = 19.431(Ac.) Study area average Pervious fraction(Ap) = 0.607 Study area average soil loss rate(Fm) = 0.347(In/Hr) Study area total = 21.16(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1266.500(Ft.) Downstream point/station elevation = 1257.000(Ft.) Pipe length = 1261.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.370(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 53.370(CFS) Normal flow depth in pipe = 27.28(In.) Flow top width inside pipe = 30.85(In.) Critical Depth = 28.49(In.) Pipe flow velocity = 9.30(Ft/s) Travel time through pipe = 2.26 min. Time of concentration (TC) = 19.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.431(Ac.) Runoff from this stream = 53.370(CFS) Time of concentration = 19.93 min. Rainfall intensity = 2.925(In/Hr) Area averaged loss rate (Fm) = 0.3470(In/Hr) Area averaged Pervious ratio (Ap) = 0.6072 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 114.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: 10 Initial area flow distance = 406.000(Ft.) Top (of initial area) elevation = 1279.000(Ft.) Bottom (of initial area) elevation = 1271.800(Ft.) Difference in elevation = 7.200(Ft.) Slope = 0.01773 s(%)= 1.77 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.476 min. Rainfall intensity = 3.165(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.749 Subarea runoff = 6.113(CFS) Total initial stream area = 2.580(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1271.800(Ft.) End of street segment elevation = 1262.700(Ft.) Length of street segment = 686.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 10.531(CFS) Depth of flow = 0.465(Ft.), Average velocity = 3.526(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.912(Ft.) Flow velocity = 3.53(Ft/s) Travel time = 3.24 min. TC = 20.72 min. Adding area flow to street Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Adjusted SCS curve number for AMC 3 = 66.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.564(In/Hr) Rainfall intensity = 2.858(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.726 Subarea runoff = 8.764(CFS) for 4.590(Ac.) Total runoff = 14.877(CFS) Effective area this stream = 7.17(Ac.) Total Study Area (Main Stream No. 2) = 29.70(Ac.) Area averaged Fm value = 0.552(In/Hr) Street flow at end of street = 14.877(CFS) Half street flow at end of street = 14.877(CFS) Depth of flow = 0.517(Ft.), Average velocity = 3.775(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.68(Ft.) Flow width (from curb towards crown)= 19.514(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.170(Ac.) Runoff from this stream = 14.877(CFS) Time of concentration = 20.72 min. 11 Rainfall intensity = 2.858(In/Hr) Area averaged loss rate (Fm) = 0.5524(In/Hr) Area averaged Pervious ratio (Ap) = 0.9680 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance = 796.000(Ft.) Top (of initial area) elevation = 1276.000(Ft.) Bottom (of initial area) elevation = 1262.700(Ft.) Difference in elevation = 13.300(Ft.) Slope = 0.01671 s(%)= 1.67 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 23.152 min. Rainfall intensity = 2.674(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.721 Subarea runoff = 7.728(CFS) Total initial stream area = 4.010(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.010(Ac.) Runoff from this stream = 7.728(CFS) Time of concentration = 23.15 min. Rainfall intensity = 2.674(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 14.88 7.170 20.72 0.552 2.858 2 7.73 4.010 23.15 0.532 2.674 Qmax(1) = 1.000 * 1.000 * 14.877) + 1.086 * 0.895 * 7.728) + = 22.388 Qmax(2) = 0.920 * 1.000 * 14.877) + 1.000 * 1.000 * 7.728) + = 21.417 Total of 2 streams to confluence: Flow rates before confluence point: 14.877 7.728 Maximum flow rates at confluence using above data: 22.388 21.417 Area of streams before confluence: 7.170 4.010 Effective area values after confluence: 10.759 11.180 Results of confluence: Total flow rate = 22.388(CFS) Time of concentration = 20.719 min. 12 Effective stream area after confluence = 10.759(Ac.) Study area average Pervious fraction(Ap) = 0.979 Study area average soil loss rate(Fm) = 0.545(In/Hr) Study area total (this main stream) = 11.18(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 117.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1262.700(Ft.) End of street segment elevation = 1260.300(Ft.) Length of street segment = 479.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 28.004(CFS) Depth of flow = 0.712(Ft.), Average velocity = 3.090(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 8.48(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 22.000(Ft.) Flow velocity = 3.09(Ft/s) Travel time = 2.58 min. TC = 23.30 min. Adding area flow to street Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Adjusted SCS curve number for AMC 3 = 66.00 Pervious ratio(Ap) = 0.9000 Max loss rate(Fm)= 0.534(In/Hr) Rainfall intensity = 2.663(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.717 Subarea runoff = 11.133(CFS) for 6.790(Ac.) Total runoff = 33.521(CFS) Effective area this stream = 17.55(Ac.) Total Study Area (Main Stream No. 2) = 40.50(Ac.) Area averaged Fm value = 0.541(In/Hr) Street flow at end of street = 33.521(CFS) Half street flow at end of street = 33.521(CFS) Depth of flow = 0.751(Ft.), Average velocity = 3.257(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.05(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1257.300(Ft.) Downstream point/station elevation = 1257.000(Ft.) Pipe length = 18.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.521(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 33.521(CFS) Normal flow depth in pipe = 18.91(In.) Flow top width inside pipe = 24.73(In.) Critical Depth = 23.77(In.) 13 Pipe flow velocity = 11.26(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 23.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 17.549(Ac.) Runoff from this stream = 33.521(CFS) Time of concentration = 23.33 min. Rainfall intensity = 2.661(In/Hr) Area averaged loss rate (Fm) = 0.5409(In/Hr) Area averaged Pervious ratio (Ap) = 0.9487 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 53.37 19.431 19.93 0.347 2.925 2 33.52 17.549 23.33 0.541 2.661 Qmax(1) = 1.000 * 1.000 * 53.370) + 1.124 * 0.854 * 33.521) + = 85.568 Qmax(2) = 0.898 * 1.000 * 53.370) + 1.000 * 1.000 * 33.521) + = 81.429 Total of 2 main streams to confluence: Flow rates before confluence point: 54.370 34.521 Maximum flow rates at confluence using above data: 85.568 81.429 Area of streams before confluence: 19.431 17.549 Effective area values after confluence: 34.422 36.980 Results of confluence: Total flow rate = 85.568(CFS) Time of concentration = 19.929 min. Effective stream area after confluence = 34.422(Ac.) Study area average Pervious fraction(Ap) = 0.769 Study area average soil loss rate(Fm) = 0.439(In/Hr) Study area total = 36.98(Ac.) End of computations, Total Study Area = 40.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.752 Area averaged SCS curve number = 44.0 APPENDIX B.2: RATIONAL METHOD ANALYSIS, 25-YEAR STORM EVENT 1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 04/11/22 ------------------------------------------------------------------------ 265.22.22 25-YEAR RATIONAL TABLING METHOD FOR AREA A POST-PROJECT CONDITION FN: ARAPOST25.RSB ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0 Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.150 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 745.000(Ft.) Top (of initial area) elevation = 1285.000(Ft.) Bottom (of initial area) elevation = 1276.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01208 s(%)= 1.21 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.359 min. Rainfall intensity = 3.299(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.873 Subarea runoff = 12.879(CFS) Total initial stream area = 4.470(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1271.000(Ft.) Downstream point/station elevation = 1270.700(Ft.) Pipe length = 595.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.879(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 12.879(CFS) Normal flow depth in pipe = 25.73(In.) Flow top width inside pipe = 32.51(In.) Critical Depth = 13.67(In.) Pipe flow velocity = 2.38(Ft/s) Travel time through pipe = 4.16 min. Time of concentration (TC) = 14.52 min. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 14.52 min. Rainfall intensity = 2.694(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867 Subarea runoff = 0.066(CFS) for 1.070(Ac.) Total runoff = 12.945(CFS) Effective area this stream = 5.54(Ac.) Total Study Area (Main Stream No. 1) = 5.54(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1270.700(Ft.) Downstream point/station elevation = 1270.500(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.945(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.945(CFS) Normal flow depth in pipe = 16.92(In.) Flow top width inside pipe = 16.61(In.) Critical Depth = 16.08(In.) Pipe flow velocity = 6.24(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 14.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 14.60 min. Rainfall intensity = 2.685(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867 Subarea runoff = 7.852(CFS) for 3.390(Ac.) Total runoff = 20.796(CFS) Effective area this stream = 8.93(Ac.) Total Study Area (Main Stream No. 1) = 8.93(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1270.500(Ft.) Downstream point/station elevation = 1268.000(Ft.) Pipe length = 155.00(Ft.) Manning's N = 0.013 3 No. of pipes = 1 Required pipe flow = 20.796(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 20.796(CFS) Normal flow depth in pipe = 15.14(In.) Flow top width inside pipe = 23.16(In.) Critical Depth = 19.61(In.) Pipe flow velocity = 9.97(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 14.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1268.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 795.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.796(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 20.796(CFS) Normal flow depth in pipe = 26.25(In.) Flow top width inside pipe = 26.62(In.) Critical Depth = 18.07(In.) Pipe flow velocity = 4.10(Ft/s) Travel time through pipe = 3.23 min. Time of concentration (TC) = 18.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 111.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.930(Ac.) Runoff from this stream = 20.796(CFS) Time of concentration = 18.09 min. Rainfall intensity = 2.361(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 479.000(Ft.) Top (of initial area) elevation = 1288.000(Ft.) Bottom (of initial area) elevation = 1280.000(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.01670 s(%)= 1.67 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.137 min. Rainfall intensity = 3.813(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.877 Subarea runoff = 1.538(CFS) Total initial stream area = 0.460(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) 4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1280.000(Ft.) End of street segment elevation = 1270.000(Ft.) Length of street segment = 557.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 2.117(CFS) Depth of flow = 0.288(Ft.), Average velocity = 2.724(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.066(Ft.) Flow velocity = 2.72(Ft/s) Travel time = 3.41 min. TC = 11.55 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 3.091(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872 Subarea runoff = 1.075(CFS) for 0.510(Ac.) Total runoff = 2.613(CFS) Effective area this stream = 0.97(Ac.) Total Study Area (Main Stream No. 2) = 9.90(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 2.613(CFS) Half street flow at end of street = 2.613(CFS) Depth of flow = 0.304(Ft.), Average velocity = 2.852(Ft/s) Flow width (from curb towards crown)= 8.886(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1267.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 39.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.613(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.613(CFS) Normal flow depth in pipe = 8.39(In.) Flow top width inside pipe = 11.01(In.) Critical Depth = 8.32(In.) Pipe flow velocity = 4.45(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 11.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 111.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: 5 In Main Stream number: 2 Stream flow area = 0.970(Ac.) Runoff from this stream = 2.613(CFS) Time of concentration = 11.69 min. Rainfall intensity = 3.068(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 953.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1270.000(Ft.) Difference in elevation = 17.000(Ft.) Slope = 0.01784 s(%)= 1.78 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 24.557 min. Rainfall intensity = 1.966(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.529 Subarea runoff = 4.890(CFS) Total initial stream area = 4.700(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1267.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 64.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.890(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 4.890(CFS) Normal flow depth in pipe = 10.89(In.) Flow top width inside pipe = 17.60(In.) Critical Depth = 10.20(In.) Pipe flow velocity = 4.38(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 24.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 4.700(Ac.) Runoff from this stream = 4.890(CFS) Time of concentration = 24.80 min. Rainfall intensity = 1.954(In/Hr) Area averaged loss rate (Fm) = 0.8095(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 6 1 20.80 8.930 18.09 0.098 2.361 2 2.61 0.970 11.69 0.098 3.068 3 4.89 4.700 24.80 0.810 1.954 Qmax(1) = 1.000 * 1.000 * 20.796) + 0.762 * 1.000 * 2.613) + 1.356 * 0.729 * 4.890) + = 27.624 Qmax(2) = 1.312 * 0.646 * 20.796) + 1.000 * 1.000 * 2.613) + 1.974 * 0.471 * 4.890) + = 24.802 Qmax(3) = 0.820 * 1.000 * 20.796) + 0.625 * 1.000 * 2.613) + 1.000 * 1.000 * 4.890) + = 23.576 Total of 3 main streams to confluence: Flow rates before confluence point: 21.796 3.613 5.890 Maximum flow rates at confluence using above data: 27.624 24.802 23.576 Area of streams before confluence: 8.930 0.970 4.700 Effective area values after confluence: 13.328 8.958 14.600 Results of confluence: Total flow rate = 27.624(CFS) Time of concentration = 18.087 min. Effective stream area after confluence = 13.328(Ac.) Study area average Pervious fraction(Ap) = 0.390 Study area average soil loss rate(Fm) = 0.327(In/Hr) Study area total = 14.60(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1266.700(Ft.) Downstream point/station elevation = 1266.500(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 27.624(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 27.624(CFS) Normal flow depth in pipe = 23.72(In.) Flow top width inside pipe = 29.67(In.) Critical Depth = 20.93(In.) Pipe flow velocity = 6.04(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 18.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.328(Ac.) Runoff from this stream = 27.624(CFS) Time of concentration = 18.24 min. Rainfall intensity = 2.350(In/Hr) Area averaged loss rate (Fm) = 0.3269(In/Hr) Area averaged Pervious ratio (Ap) = 0.3897 Program is now starting with Main Stream No. 2 7 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1275.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.02124 s(%)= 2.12 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.240 min. Rainfall intensity = 2.275(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.580 Subarea runoff = 4.182(CFS) Total initial stream area = 3.170(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1275.000(Ft.) End of street segment elevation = 1270.000(Ft.) Length of street segment = 535.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 6.642(CFS) Depth of flow = 0.429(Ft.), Average velocity = 2.762(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.095(Ft.) Flow velocity = 2.76(Ft/s) Travel time = 3.23 min. TC = 22.47 min. Adding area flow to street Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.813(In/Hr) Rainfall intensity = 2.073(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.548 Subarea runoff = 4.823(CFS) for 4.760(Ac.) Total runoff = 9.005(CFS) Effective area this stream = 7.93(Ac.) Total Study Area (Main Stream No. 2) = 22.53(Ac.) Area averaged Fm value = 0.811(In/Hr) Street flow at end of street = 9.005(CFS) Half street flow at end of street = 9.005(CFS) Depth of flow = 0.467(Ft.), Average velocity = 2.973(Ft/s) Flow width (from curb towards crown)= 17.036(Ft.) 8 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1267.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 38.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.005(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 9.005(CFS) Normal flow depth in pipe = 14.20(In.) Flow top width inside pipe = 14.69(In.) Critical Depth = 13.94(In.) Pipe flow velocity = 6.02(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 22.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1266.700(Ft.) Downstream point/station elevation = 1266.500(Ft.) Pipe length = 103.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.005(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 9.005(CFS) Normal flow depth in pipe = 17.86(In.) Flow top width inside pipe = 20.94(In.) Critical Depth = 12.84(In.) Pipe flow velocity = 3.59(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 23.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.930(Ac.) Runoff from this stream = 9.005(CFS) Time of concentration = 23.05 min. Rainfall intensity = 2.042(In/Hr) Area averaged loss rate (Fm) = 0.8115(In/Hr) Area averaged Pervious ratio (Ap) = 0.9700 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 27.62 13.328 18.24 0.327 2.350 2 9.01 7.930 23.05 0.811 2.042 Qmax(1) = 1.000 * 1.000 * 27.624) + 1.250 * 0.791 * 9.005) + = 36.533 Qmax(2) = 0.848 * 1.000 * 27.624) + 1.000 * 1.000 * 9.005) + = 32.423 Total of 2 main streams to confluence: Flow rates before confluence point: 28.624 10.005 Maximum flow rates at confluence using above data: 36.533 32.423 Area of streams before confluence: 13.328 7.930 9 Effective area values after confluence: 19.602 21.258 Results of confluence: Total flow rate = 36.533(CFS) Time of concentration = 18.239 min. Effective stream area after confluence = 19.602(Ac.) Study area average Pervious fraction(Ap) = 0.606 Study area average soil loss rate(Fm) = 0.508(In/Hr) Study area total = 21.26(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1266.500(Ft.) Downstream point/station elevation = 1257.000(Ft.) Pipe length = 1261.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.533(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 36.533(CFS) Normal flow depth in pipe = 22.24(In.) Flow top width inside pipe = 30.94(In.) Critical Depth = 24.16(In.) Pipe flow velocity = 8.58(Ft/s) Travel time through pipe = 2.45 min. Time of concentration (TC) = 20.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.602(Ac.) Runoff from this stream = 36.533(CFS) Time of concentration = 20.69 min. Rainfall intensity = 2.178(In/Hr) Area averaged loss rate (Fm) = 0.5077(In/Hr) Area averaged Pervious ratio (Ap) = 0.6062 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 114.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 406.000(Ft.) Top (of initial area) elevation = 1279.000(Ft.) Bottom (of initial area) elevation = 1271.800(Ft.) Difference in elevation = 7.200(Ft.) Slope = 0.01773 s(%)= 1.77 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.476 min. Rainfall intensity = 2.411(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.598 Subarea runoff = 3.718(CFS) Total initial stream area = 2.580(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) 10 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1271.800(Ft.) End of street segment elevation = 1262.700(Ft.) Length of street segment = 686.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 6.204(CFS) Depth of flow = 0.400(Ft.), Average velocity = 3.103(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.684(Ft.) Flow velocity = 3.10(Ft/s) Travel time = 3.68 min. TC = 21.16 min. Adding area flow to street Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.813(In/Hr) Rainfall intensity = 2.149(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.560 Subarea runoff = 4.914(CFS) for 4.590(Ac.) Total runoff = 8.631(CFS) Effective area this stream = 7.17(Ac.) Total Study Area (Main Stream No. 2) = 29.70(Ac.) Area averaged Fm value = 0.812(In/Hr) Street flow at end of street = 8.631(CFS) Half street flow at end of street = 8.631(CFS) Depth of flow = 0.439(Ft.), Average velocity = 3.360(Ft/s) Flow width (from curb towards crown)= 15.628(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.170(Ac.) Runoff from this stream = 8.631(CFS) Time of concentration = 21.16 min. Rainfall intensity = 2.149(In/Hr) Area averaged loss rate (Fm) = 0.8116(In/Hr) Area averaged Pervious ratio (Ap) = 0.9680 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) 11 Initial subarea data: Initial area flow distance = 796.000(Ft.) Top (of initial area) elevation = 1276.000(Ft.) Bottom (of initial area) elevation = 1262.700(Ft.) Difference in elevation = 13.300(Ft.) Slope = 0.01671 s(%)= 1.67 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 23.152 min. Rainfall intensity = 2.036(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.542 Subarea runoff = 4.427(CFS) Total initial stream area = 4.010(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.010(Ac.) Runoff from this stream = 4.427(CFS) Time of concentration = 23.15 min. Rainfall intensity = 2.036(In/Hr) Area averaged loss rate (Fm) = 0.8095(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 8.63 7.170 21.16 0.812 2.149 2 4.43 4.010 23.15 0.810 2.036 Qmax(1) = 1.000 * 1.000 * 8.631) + 1.092 * 0.914 * 4.427) + = 13.050 Qmax(2) = 0.916 * 1.000 * 8.631) + 1.000 * 1.000 * 4.427) + = 12.330 Total of 2 streams to confluence: Flow rates before confluence point: 8.631 4.427 Maximum flow rates at confluence using above data: 13.050 12.330 Area of streams before confluence: 7.170 4.010 Effective area values after confluence: 10.835 11.180 Results of confluence: Total flow rate = 13.050(CFS) Time of concentration = 21.161 min. Effective stream area after confluence = 10.835(Ac.) Study area average Pervious fraction(Ap) = 0.979 Study area average soil loss rate(Fm) = 0.811(In/Hr) Study area total (this main stream) = 11.18(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 117.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1262.700(Ft.) End of street segment elevation = 1260.300(Ft.) Length of street segment = 479.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 12 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 15.981(CFS) Depth of flow = 0.608(Ft.), Average velocity = 2.615(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.32(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 22.000(Ft.) Flow velocity = 2.62(Ft/s) Travel time = 3.05 min. TC = 24.21 min. Adding area flow to street Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9000 Max loss rate(Fm)= 0.770(In/Hr) Rainfall intensity = 1.982(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.539 Subarea runoff = 5.780(CFS) for 6.790(Ac.) Total runoff = 18.831(CFS) Effective area this stream = 17.63(Ac.) Total Study Area (Main Stream No. 2) = 40.50(Ac.) Area averaged Fm value = 0.795(In/Hr) Street flow at end of street = 18.831(CFS) Half street flow at end of street = 18.831(CFS) Depth of flow = 0.636(Ft.), Average velocity = 2.748(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 5.43(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1257.300(Ft.) Downstream point/station elevation = 1257.000(Ft.) Pipe length = 18.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.831(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 18.831(CFS) Normal flow depth in pipe = 15.89(In.) Flow top width inside pipe = 18.02(In.) Critical Depth = 18.82(In.) Pipe flow velocity = 9.65(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 24.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 17.625(Ac.) Runoff from this stream = 18.831(CFS) Time of concentration = 24.24 min. Rainfall intensity = 1.981(In/Hr) Area averaged loss rate (Fm) = 0.7951(In/Hr) Area averaged Pervious ratio (Ap) = 0.9489 Summary of stream data: 13 Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 36.53 19.602 20.69 0.508 2.178 2 18.83 17.625 24.24 0.795 1.981 Qmax(1) = 1.000 * 1.000 * 36.533) + 1.167 * 0.853 * 18.831) + = 55.282 Qmax(2) = 0.882 * 1.000 * 36.533) + 1.000 * 1.000 * 18.831) + = 51.040 Total of 2 main streams to confluence: Flow rates before confluence point: 37.533 19.831 Maximum flow rates at confluence using above data: 55.282 51.040 Area of streams before confluence: 19.602 17.625 Effective area values after confluence: 34.642 37.227 Results of confluence: Total flow rate = 55.282(CFS) Time of concentration = 20.689 min. Effective stream area after confluence = 34.642(Ac.) Study area average Pervious fraction(Ap) = 0.768 Study area average soil loss rate(Fm) = 0.644(In/Hr) Study area total = 37.23(Ac.) End of computations, Total Study Area = 40.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.752 Area averaged SCS curve number = 44.0 APPENDIX B.3: RATIONAL METHOD ANALYSIS, 10-YEAR STORM EVENT 1 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2014 Version 9.0 Rational Hydrology Study Date: 04/11/22 ------------------------------------------------------------------------ 265.22.22 10-YEAR RATIONAL TABLING METHOD FOR AREA A POST-PROJECT CONDITION FN: ARAPOST10.RSB ------------------------------------------------------------------------ Program License Serial Number 6279 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall = 0.931 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 745.000(Ft.) Top (of initial area) elevation = 1285.000(Ft.) Bottom (of initial area) elevation = 1276.000(Ft.) Difference in elevation = 9.000(Ft.) Slope = 0.01208 s(%)= 1.21 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.359 min. Rainfall intensity = 2.671(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.867 Subarea runoff = 10.351(CFS) Total initial stream area = 4.470(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1271.000(Ft.) Downstream point/station elevation = 1270.700(Ft.) Pipe length = 595.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.351(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 10.351(CFS) Normal flow depth in pipe = 23.86(In.) Flow top width inside pipe = 29.54(In.) Critical Depth = 12.53(In.) Pipe flow velocity = 2.25(Ft/s) Travel time through pipe = 4.40 min. Time of concentration (TC) = 14.76 min. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 10.281(CFS) therefore the upstream flow rate of Q = 10.351(CFS) is being used Time of concentration = 14.76 min. Rainfall intensity = 2.160(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.859 Subarea runoff = 0.000(CFS) for 1.070(Ac.) Total runoff = 10.351(CFS) Effective area this stream = 5.54(Ac.) Total Study Area (Main Stream No. 1) = 5.54(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1270.700(Ft.) Downstream point/station elevation = 1270.500(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.351(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.351(CFS) Normal flow depth in pipe = 14.04(In.) Flow top width inside pipe = 19.77(In.) Critical Depth = 14.39(In.) Pipe flow velocity = 6.06(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 14.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 14.84 min. Rainfall intensity = 2.153(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.859 Subarea runoff = 6.164(CFS) for 3.390(Ac.) Total runoff = 16.515(CFS) Effective area this stream = 8.93(Ac.) Total Study Area (Main Stream No. 1) = 8.93(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ 3 Upstream point/station elevation = 1270.500(Ft.) Downstream point/station elevation = 1268.000(Ft.) Pipe length = 155.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.515(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 16.515(CFS) Normal flow depth in pipe = 14.48(In.) Flow top width inside pipe = 19.43(In.) Critical Depth = 17.93(In.) Pipe flow velocity = 9.34(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 15.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1268.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 795.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.515(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 16.515(CFS) Normal flow depth in pipe = 24.47(In.) Flow top width inside pipe = 23.27(In.) Critical Depth = 16.48(In.) Pipe flow velocity = 3.85(Ft/s) Travel time through pipe = 3.44 min. Time of concentration (TC) = 18.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 111.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.930(Ac.) Runoff from this stream = 16.515(CFS) Time of concentration = 18.56 min. Rainfall intensity = 1.883(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 479.000(Ft.) Top (of initial area) elevation = 1288.000(Ft.) Bottom (of initial area) elevation = 1280.000(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.01670 s(%)= 1.67 TC = k(0.304)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.137 min. Rainfall intensity = 3.087(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.871 Subarea runoff = 1.238(CFS) Total initial stream area = 0.460(Ac.) Pervious area fraction = 0.100 4 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1280.000(Ft.) End of street segment elevation = 1270.000(Ft.) Length of street segment = 557.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 1.694(CFS) Depth of flow = 0.272(Ft.), Average velocity = 2.598(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.247(Ft.) Flow velocity = 2.60(Ft/s) Travel time = 3.57 min. TC = 11.71 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.482(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865 Subarea runoff = 0.843(CFS) for 0.510(Ac.) Total runoff = 2.081(CFS) Effective area this stream = 0.97(Ac.) Total Study Area (Main Stream No. 2) = 9.90(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 2.081(CFS) Half street flow at end of street = 2.081(CFS) Depth of flow = 0.287(Ft.), Average velocity = 2.714(Ft/s) Flow width (from curb towards crown)= 8.001(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1267.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 39.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.081(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.081(CFS) Normal flow depth in pipe = 7.16(In.) Flow top width inside pipe = 11.77(In.) Critical Depth = 7.40(In.) Pipe flow velocity = 4.26(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 11.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 111.000 5 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.970(Ac.) Runoff from this stream = 2.081(CFS) Time of concentration = 11.86 min. Rainfall intensity = 2.462(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 953.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1270.000(Ft.) Difference in elevation = 17.000(Ft.) Slope = 0.01784 s(%)= 1.78 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 24.557 min. Rainfall intensity = 1.591(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.442 Subarea runoff = 3.307(CFS) Total initial stream area = 4.700(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1267.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 64.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.307(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.307(CFS) Normal flow depth in pipe = 9.67(In.) Flow top width inside pipe = 14.36(In.) Critical Depth = 8.80(In.) Pipe flow velocity = 3.95(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 24.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 4.700(Ac.) Runoff from this stream = 3.307(CFS) Time of concentration = 24.83 min. Rainfall intensity = 1.581(In/Hr) Area averaged loss rate (Fm) = 0.8095(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: 6 Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 16.52 8.930 18.56 0.098 1.883 2 2.08 0.970 11.86 0.098 2.462 3 3.31 4.700 24.83 0.810 1.581 Qmax(1) = 1.000 * 1.000 * 16.515) + 0.755 * 1.000 * 2.081) + 1.391 * 0.747 * 3.307) + = 21.524 Qmax(2) = 1.325 * 0.639 * 16.515) + 1.000 * 1.000 * 2.081) + 2.143 * 0.478 * 3.307) + = 19.453 Qmax(3) = 0.831 * 1.000 * 16.515) + 0.627 * 1.000 * 2.081) + 1.000 * 1.000 * 3.307) + = 18.335 Total of 3 main streams to confluence: Flow rates before confluence point: 17.515 3.081 4.307 Maximum flow rates at confluence using above data: 21.524 19.453 18.335 Area of streams before confluence: 8.930 0.970 4.700 Effective area values after confluence: 13.413 8.924 14.600 Results of confluence: Total flow rate = 21.524(CFS) Time of concentration = 18.556 min. Effective stream area after confluence = 13.413(Ac.) Study area average Pervious fraction(Ap) = 0.390 Study area average soil loss rate(Fm) = 0.327(In/Hr) Study area total = 14.60(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1266.700(Ft.) Downstream point/station elevation = 1266.500(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.524(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 21.524(CFS) Normal flow depth in pipe = 21.66(In.) Flow top width inside pipe = 26.88(In.) Critical Depth = 18.91(In.) Pipe flow velocity = 5.68(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 18.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.413(Ac.) Runoff from this stream = 21.524(CFS) Time of concentration = 18.72 min. Rainfall intensity = 1.873(In/Hr) Area averaged loss rate (Fm) = 0.3269(In/Hr) Area averaged Pervious ratio (Ap) = 0.3897 7 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 565.000(Ft.) Top (of initial area) elevation = 1287.000(Ft.) Bottom (of initial area) elevation = 1275.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.02124 s(%)= 2.12 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 19.240 min. Rainfall intensity = 1.842(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.504 Subarea runoff = 2.946(CFS) Total initial stream area = 3.170(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1275.000(Ft.) End of street segment elevation = 1270.000(Ft.) Length of street segment = 535.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 4.562(CFS) Depth of flow = 0.386(Ft.), Average velocity = 2.524(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.964(Ft.) Flow velocity = 2.52(Ft/s) Travel time = 3.53 min. TC = 22.77 min. Adding area flow to street Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.813(In/Hr) Rainfall intensity = 1.665(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.461 Subarea runoff = 3.145(CFS) for 4.760(Ac.) Total runoff = 6.091(CFS) Effective area this stream = 7.93(Ac.) Total Study Area (Main Stream No. 2) = 22.53(Ac.) Area averaged Fm value = 0.811(In/Hr) Street flow at end of street = 6.091(CFS) Half street flow at end of street = 6.091(CFS) 8 Depth of flow = 0.418(Ft.), Average velocity = 2.705(Ft/s) Flow width (from curb towards crown)= 14.579(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1267.000(Ft.) Downstream point/station elevation = 1266.700(Ft.) Pipe length = 38.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.091(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.091(CFS) Normal flow depth in pipe = 10.59(In.) Flow top width inside pipe = 17.72(In.) Critical Depth = 11.43(In.) Pipe flow velocity = 5.63(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 22.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 112.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1266.700(Ft.) Downstream point/station elevation = 1266.500(Ft.) Pipe length = 103.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.091(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 6.091(CFS) Normal flow depth in pipe = 15.19(In.) Flow top width inside pipe = 18.79(In.) Critical Depth = 10.91(In.) Pipe flow velocity = 3.27(Ft/s) Travel time through pipe = 0.52 min. Time of concentration (TC) = 23.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.930(Ac.) Runoff from this stream = 6.091(CFS) Time of concentration = 23.41 min. Rainfall intensity = 1.638(In/Hr) Area averaged loss rate (Fm) = 0.8115(In/Hr) Area averaged Pervious ratio (Ap) = 0.9700 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 21.52 13.413 18.72 0.327 1.873 2 6.09 7.930 23.41 0.811 1.638 Qmax(1) = 1.000 * 1.000 * 21.524) + 1.285 * 0.800 * 6.091) + = 27.781 Qmax(2) = 0.848 * 1.000 * 21.524) + 1.000 * 1.000 * 6.091) + = 24.340 Total of 2 main streams to confluence: Flow rates before confluence point: 22.524 7.091 Maximum flow rates at confluence using above data: 9 27.781 24.340 Area of streams before confluence: 13.413 7.930 Effective area values after confluence: 19.754 21.343 Results of confluence: Total flow rate = 27.781(CFS) Time of concentration = 18.718 min. Effective stream area after confluence = 19.754(Ac.) Study area average Pervious fraction(Ap) = 0.605 Study area average soil loss rate(Fm) = 0.507(In/Hr) Study area total = 21.34(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1266.500(Ft.) Downstream point/station elevation = 1257.000(Ft.) Pipe length = 1261.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 27.781(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 27.781(CFS) Normal flow depth in pipe = 19.92(In.) Flow top width inside pipe = 28.34(In.) Critical Depth = 21.56(In.) Pipe flow velocity = 8.02(Ft/s) Travel time through pipe = 2.62 min. Time of concentration (TC) = 21.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.754(Ac.) Runoff from this stream = 27.781(CFS) Time of concentration = 21.34 min. Rainfall intensity = 1.731(In/Hr) Area averaged loss rate (Fm) = 0.5069(In/Hr) Area averaged Pervious ratio (Ap) = 0.6053 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 113.000 to Point/Station 114.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 406.000(Ft.) Top (of initial area) elevation = 1279.000(Ft.) Bottom (of initial area) elevation = 1271.800(Ft.) Difference in elevation = 7.200(Ft.) Slope = 0.01773 s(%)= 1.77 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 17.476 min. Rainfall intensity = 1.951(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.527 Subarea runoff = 2.652(CFS) 10 Total initial stream area = 2.580(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1271.800(Ft.) End of street segment elevation = 1262.700(Ft.) Length of street segment = 686.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 4.295(CFS) Depth of flow = 0.362(Ft.), Average velocity = 2.844(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.761(Ft.) Flow velocity = 2.84(Ft/s) Travel time = 4.02 min. TC = 21.50 min. Adding area flow to street Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9500 Max loss rate(Fm)= 0.813(In/Hr) Rainfall intensity = 1.724(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.476 Subarea runoff = 3.233(CFS) for 4.590(Ac.) Total runoff = 5.885(CFS) Effective area this stream = 7.17(Ac.) Total Study Area (Main Stream No. 2) = 29.70(Ac.) Area averaged Fm value = 0.812(In/Hr) Street flow at end of street = 5.885(CFS) Half street flow at end of street = 5.885(CFS) Depth of flow = 0.395(Ft.), Average velocity = 3.064(Ft/s) Flow width (from curb towards crown)= 13.393(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.170(Ac.) Runoff from this stream = 5.885(CFS) Time of concentration = 21.50 min. Rainfall intensity = 1.724(In/Hr) Area averaged loss rate (Fm) = 0.8116(In/Hr) Area averaged Pervious ratio (Ap) = 0.9680 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 11 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 796.000(Ft.) Top (of initial area) elevation = 1276.000(Ft.) Bottom (of initial area) elevation = 1262.700(Ft.) Difference in elevation = 13.300(Ft.) Slope = 0.01671 s(%)= 1.67 TC = k(0.706)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 23.152 min. Rainfall intensity = 1.649(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.458 Subarea runoff = 3.028(CFS) Total initial stream area = 4.010(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 116.000 **** CONFLUENCE OF MINOR STREAMS **** ______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.010(Ac.) Runoff from this stream = 3.028(CFS) Time of concentration = 23.15 min. Rainfall intensity = 1.649(In/Hr) Area averaged loss rate (Fm) = 0.8095(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 5.88 7.170 21.50 0.812 1.724 2 3.03 4.010 23.15 0.810 1.649 Qmax(1) = 1.000 * 1.000 * 5.885) + 1.089 * 0.928 * 3.028) + = 8.948 Qmax(2) = 0.918 * 1.000 * 5.885) + 1.000 * 1.000 * 3.028) + = 8.428 Total of 2 streams to confluence: Flow rates before confluence point: 5.885 3.028 Maximum flow rates at confluence using above data: 8.948 8.428 Area of streams before confluence: 7.170 4.010 Effective area values after confluence: 10.893 11.180 Results of confluence: Total flow rate = 8.948(CFS) Time of concentration = 21.496 min. Effective stream area after confluence = 10.893(Ac.) Study area average Pervious fraction(Ap) = 0.979 Study area average soil loss rate(Fm) = 0.811(In/Hr) Study area total (this main stream) = 11.18(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 117.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ______________________________________________________________________ Top of street segment elevation = 1262.700(Ft.) End of street segment elevation = 1260.300(Ft.) Length of street segment = 479.000(Ft.) Height of curb above gutter flowline = 6.0(In.) 12 Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 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 = 10.745(CFS) Depth of flow = 0.545(Ft.), Average velocity = 2.363(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.81(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.928(Ft.) Flow velocity = 2.36(Ft/s) Travel time = 3.38 min. TC = 24.87 min. Adding area flow to street Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 46.00 Pervious ratio(Ap) = 0.9000 Max loss rate(Fm)= 0.770(In/Hr) Rainfall intensity = 1.579(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.447 Subarea runoff = 3.527(CFS) for 6.790(Ac.) Total runoff = 12.475(CFS) Effective area this stream = 17.68(Ac.) Total Study Area (Main Stream No. 2) = 40.50(Ac.) Area averaged Fm value = 0.795(In/Hr) Street flow at end of street = 12.475(CFS) Half street flow at end of street = 12.475(CFS) Depth of flow = 0.570(Ft.), Average velocity = 2.424(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.81(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1257.300(Ft.) Downstream point/station elevation = 1257.000(Ft.) Pipe length = 18.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.475(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 12.475(CFS) Normal flow depth in pipe = 13.59(In.) Flow top width inside pipe = 15.48(In.) Critical Depth = 15.99(In.) Pipe flow velocity = 8.71(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 24.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 117.000 to Point/Station 118.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 17.683(Ac.) Runoff from this stream = 12.475(CFS) Time of concentration = 24.91 min. Rainfall intensity = 1.578(In/Hr) Area averaged loss rate (Fm) = 0.7952(In/Hr) 13 Area averaged Pervious ratio (Ap) = 0.9490 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 27.78 19.754 21.34 0.507 1.731 2 12.47 17.683 24.91 0.795 1.578 Qmax(1) = 1.000 * 1.000 * 27.781) + 1.196 * 0.857 * 12.475) + = 40.564 Qmax(2) = 0.875 * 1.000 * 27.781) + 1.000 * 1.000 * 12.475) + = 36.773 Total of 2 main streams to confluence: Flow rates before confluence point: 28.781 13.475 Maximum flow rates at confluence using above data: 40.564 36.773 Area of streams before confluence: 19.754 17.683 Effective area values after confluence: 34.902 37.437 Results of confluence: Total flow rate = 40.564(CFS) Time of concentration = 21.339 min. Effective stream area after confluence = 34.902(Ac.) Study area average Pervious fraction(Ap) = 0.768 Study area average soil loss rate(Fm) = 0.643(In/Hr) Study area total = 37.44(Ac.) End of computations, Total Study Area = 40.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.752 Area averaged SCS curve number = 44.0 APPENDIX C: POST-PROJECT UNIT HYDROGRAPH ANALYSES APPENDIX C.1: 100-YEAR STORM EVENT 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 - 2014, Version 9.0 Study date 04/11/22 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6279 --------------------------------------------------------------------- 265.22.22 UNIT HYDROGRAPH FOR ONSITE AREA POST-PROJECT CONDITION FN: ARAPOST100 -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 2 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub-Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 8.81 1 0.93 -------------------------------------------------------------------- Rainfall data for year 2 8.81 6 1.64 -------------------------------------------------------------------- Rainfall data for year 2 8.81 24 3.07 -------------------------------------------------------------------- Rainfall data for year 100 8.81 1 1.51 -------------------------------------------------------------------- Rainfall data for year 100 8.81 6 3.78 -------------------------------------------------------------------- Rainfall data for year 100 8.81 24 7.02 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 46.0 46.0 8.81 1.000 0.856 0.100 0.086 Area-averaged adjusted loss rate Fm (In/Hr) = 0.086 ********* Area-Averaged low loss rate fraction, Yb ********** 2 Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 0.88 0.100 46.0 46.0 11.74 0.189 7.93 0.900 98.0 98.0 0.20 0.966 Area-averaged catchment yield fraction, Y = 0.888 Area-averaged low loss fraction, Yb = 0.112 User entry of time of concentration = 0.173 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.81(Ac.) Catchment Lag time = 0.138 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 60.3340 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.086(In/Hr) Average low loss rate fraction (Yb) = 0.112 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.559(In) Computed peak 30-minute rainfall = 1.144(In) Specified peak 1-hour rainfall = 1.510(In) Computed peak 3-hour rainfall = 2.650(In) Specified peak 6-hour rainfall = 3.780(In) Specified peak 24-hour rainfall = 7.020(In) Rainfall depth area reduction factors: Using a total area of 8.81(Ac.) (Ref: fig. E-4) 5-minute factor = 1.000 Adjusted rainfall = 0.559(In) 30-minute factor = 1.000 Adjusted rainfall = 1.144(In) 1-hour factor = 1.000 Adjusted rainfall = 1.509(In) 3-hour factor = 1.000 Adjusted rainfall = 2.650(In) 6-hour factor = 1.000 Adjusted rainfall = 3.780(In) 24-hour factor = 1.000 Adjusted rainfall = 7.020(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 106.55 (CFS)) 1 6.589 7.020 2 42.052 37.785 3 82.029 42.593 4 95.655 14.518 5 98.687 3.231 6 100.000 1.399 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5586 0.5586 2 0.7371 0.1785 3 0.8669 0.1298 4 0.9726 0.1057 5 1.0634 0.0908 6 1.1439 0.0805 7 1.2166 0.0728 8 1.2834 0.0668 9 1.3453 0.0619 10 1.4032 0.0579 11 1.4577 0.0545 12 1.5094 0.0516 13 1.5726 0.0632 14 1.6334 0.0609 15 1.6922 0.0588 16 1.7491 0.0569 17 1.8043 0.0552 18 1.8580 0.0536 19 1.9102 0.0522 3 20 1.9610 0.0509 21 2.0107 0.0496 22 2.0592 0.0485 23 2.1066 0.0474 24 2.1531 0.0465 25 2.1986 0.0455 26 2.2432 0.0446 27 2.2871 0.0438 28 2.3301 0.0430 29 2.3724 0.0423 30 2.4139 0.0416 31 2.4548 0.0409 32 2.4951 0.0403 33 2.5348 0.0397 34 2.5738 0.0391 35 2.6124 0.0385 36 2.6503 0.0380 37 2.6878 0.0375 38 2.7248 0.0370 39 2.7613 0.0365 40 2.7973 0.0360 41 2.8329 0.0356 42 2.8681 0.0352 43 2.9028 0.0348 44 2.9372 0.0344 45 2.9712 0.0340 46 3.0049 0.0336 47 3.0381 0.0333 48 3.0711 0.0329 49 3.1037 0.0326 50 3.1360 0.0323 51 3.1679 0.0320 52 3.1996 0.0317 53 3.2310 0.0314 54 3.2620 0.0311 55 3.2928 0.0308 56 3.3234 0.0305 57 3.3536 0.0303 58 3.3836 0.0300 59 3.4134 0.0298 60 3.4429 0.0295 61 3.4722 0.0293 62 3.5012 0.0290 63 3.5300 0.0288 64 3.5586 0.0286 65 3.5870 0.0284 66 3.6151 0.0282 67 3.6431 0.0280 68 3.6708 0.0277 69 3.6984 0.0275 70 3.7258 0.0274 71 3.7529 0.0272 72 3.7799 0.0270 73 3.8032 0.0234 74 3.8264 0.0232 75 3.8494 0.0230 76 3.8723 0.0228 77 3.8949 0.0227 78 3.9174 0.0225 79 3.9398 0.0223 80 3.9620 0.0222 81 3.9840 0.0220 82 4.0059 0.0219 83 4.0277 0.0217 84 4.0493 0.0216 85 4.0707 0.0215 86 4.0920 0.0213 87 4.1132 0.0212 88 4.1343 0.0210 89 4.1552 0.0209 90 4.1760 0.0208 4 91 4.1966 0.0207 92 4.2171 0.0205 93 4.2375 0.0204 94 4.2578 0.0203 95 4.2780 0.0202 96 4.2981 0.0201 97 4.3180 0.0199 98 4.3378 0.0198 99 4.3575 0.0197 100 4.3771 0.0196 101 4.3966 0.0195 102 4.4160 0.0194 103 4.4353 0.0193 104 4.4545 0.0192 105 4.4735 0.0191 106 4.4925 0.0190 107 4.5114 0.0189 108 4.5302 0.0188 109 4.5488 0.0187 110 4.5674 0.0186 111 4.5859 0.0185 112 4.6043 0.0184 113 4.6227 0.0183 114 4.6409 0.0182 115 4.6590 0.0181 116 4.6771 0.0180 117 4.6950 0.0180 118 4.7129 0.0179 119 4.7307 0.0178 120 4.7484 0.0177 121 4.7660 0.0176 122 4.7836 0.0175 123 4.8010 0.0175 124 4.8184 0.0174 125 4.8358 0.0173 126 4.8530 0.0172 127 4.8702 0.0172 128 4.8872 0.0171 129 4.9043 0.0170 130 4.9212 0.0169 131 4.9381 0.0169 132 4.9549 0.0168 133 4.9716 0.0167 134 4.9882 0.0167 135 5.0048 0.0166 136 5.0214 0.0165 137 5.0378 0.0165 138 5.0542 0.0164 139 5.0705 0.0163 140 5.0868 0.0163 141 5.1030 0.0162 142 5.1191 0.0161 143 5.1352 0.0161 144 5.1512 0.0160 145 5.1671 0.0159 146 5.1830 0.0159 147 5.1988 0.0158 148 5.2146 0.0158 149 5.2303 0.0157 150 5.2459 0.0156 151 5.2615 0.0156 152 5.2771 0.0155 153 5.2925 0.0155 154 5.3079 0.0154 155 5.3233 0.0154 156 5.3386 0.0153 157 5.3539 0.0153 158 5.3691 0.0152 159 5.3842 0.0151 160 5.3993 0.0151 161 5.4144 0.0150 5 162 5.4294 0.0150 163 5.4443 0.0149 164 5.4592 0.0149 165 5.4740 0.0148 166 5.4888 0.0148 167 5.5036 0.0147 168 5.5183 0.0147 169 5.5329 0.0146 170 5.5475 0.0146 171 5.5620 0.0145 172 5.5765 0.0145 173 5.5910 0.0145 174 5.6054 0.0144 175 5.6198 0.0144 176 5.6341 0.0143 177 5.6484 0.0143 178 5.6626 0.0142 179 5.6768 0.0142 180 5.6909 0.0141 181 5.7050 0.0141 182 5.7191 0.0141 183 5.7331 0.0140 184 5.7470 0.0140 185 5.7610 0.0139 186 5.7749 0.0139 187 5.7887 0.0138 188 5.8025 0.0138 189 5.8163 0.0138 190 5.8300 0.0137 191 5.8437 0.0137 192 5.8573 0.0136 193 5.8709 0.0136 194 5.8845 0.0136 195 5.8980 0.0135 196 5.9115 0.0135 197 5.9249 0.0134 198 5.9383 0.0134 199 5.9517 0.0134 200 5.9651 0.0133 201 5.9784 0.0133 202 5.9916 0.0133 203 6.0049 0.0132 204 6.0180 0.0132 205 6.0312 0.0132 206 6.0443 0.0131 207 6.0574 0.0131 208 6.0705 0.0131 209 6.0835 0.0130 210 6.0965 0.0130 211 6.1094 0.0129 212 6.1223 0.0129 213 6.1352 0.0129 214 6.1480 0.0128 215 6.1608 0.0128 216 6.1736 0.0128 217 6.1864 0.0127 218 6.1991 0.0127 219 6.2118 0.0127 220 6.2244 0.0127 221 6.2370 0.0126 222 6.2496 0.0126 223 6.2622 0.0126 224 6.2747 0.0125 225 6.2872 0.0125 226 6.2997 0.0125 227 6.3121 0.0124 228 6.3245 0.0124 229 6.3369 0.0124 230 6.3492 0.0123 231 6.3615 0.0123 232 6.3738 0.0123 6 233 6.3861 0.0123 234 6.3983 0.0122 235 6.4105 0.0122 236 6.4226 0.0122 237 6.4348 0.0121 238 6.4469 0.0121 239 6.4590 0.0121 240 6.4710 0.0121 241 6.4831 0.0120 242 6.4951 0.0120 243 6.5070 0.0120 244 6.5190 0.0119 245 6.5309 0.0119 246 6.5428 0.0119 247 6.5546 0.0119 248 6.5665 0.0118 249 6.5783 0.0118 250 6.5901 0.0118 251 6.6018 0.0118 252 6.6136 0.0117 253 6.6253 0.0117 254 6.6370 0.0117 255 6.6486 0.0117 256 6.6602 0.0116 257 6.6718 0.0116 258 6.6834 0.0116 259 6.6950 0.0116 260 6.7065 0.0115 261 6.7180 0.0115 262 6.7295 0.0115 263 6.7410 0.0115 264 6.7524 0.0114 265 6.7638 0.0114 266 6.7752 0.0114 267 6.7866 0.0114 268 6.7979 0.0113 269 6.8092 0.0113 270 6.8205 0.0113 271 6.8318 0.0113 272 6.8430 0.0112 273 6.8542 0.0112 274 6.8654 0.0112 275 6.8766 0.0112 276 6.8878 0.0112 277 6.8989 0.0111 278 6.9100 0.0111 279 6.9211 0.0111 280 6.9322 0.0111 281 6.9432 0.0110 282 6.9542 0.0110 283 6.9652 0.0110 284 6.9762 0.0110 285 6.9872 0.0110 286 6.9981 0.0109 287 7.0090 0.0109 288 7.0199 0.0109 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil-Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0109 0.0012 0.0097 2 0.0109 0.0012 0.0097 3 0.0110 0.0012 0.0097 4 0.0110 0.0012 0.0098 5 0.0110 0.0012 0.0098 6 0.0110 0.0012 0.0098 7 0.0111 0.0012 0.0098 8 0.0111 0.0012 0.0099 9 0.0112 0.0012 0.0099 10 0.0112 0.0012 0.0099 7 11 0.0112 0.0013 0.0100 12 0.0112 0.0013 0.0100 13 0.0113 0.0013 0.0100 14 0.0113 0.0013 0.0101 15 0.0114 0.0013 0.0101 16 0.0114 0.0013 0.0101 17 0.0114 0.0013 0.0102 18 0.0115 0.0013 0.0102 19 0.0115 0.0013 0.0102 20 0.0115 0.0013 0.0102 21 0.0116 0.0013 0.0103 22 0.0116 0.0013 0.0103 23 0.0117 0.0013 0.0104 24 0.0117 0.0013 0.0104 25 0.0117 0.0013 0.0104 26 0.0118 0.0013 0.0104 27 0.0118 0.0013 0.0105 28 0.0118 0.0013 0.0105 29 0.0119 0.0013 0.0106 30 0.0119 0.0013 0.0106 31 0.0120 0.0013 0.0106 32 0.0120 0.0013 0.0107 33 0.0121 0.0013 0.0107 34 0.0121 0.0013 0.0107 35 0.0121 0.0014 0.0108 36 0.0122 0.0014 0.0108 37 0.0122 0.0014 0.0109 38 0.0123 0.0014 0.0109 39 0.0123 0.0014 0.0109 40 0.0123 0.0014 0.0110 41 0.0124 0.0014 0.0110 42 0.0124 0.0014 0.0110 43 0.0125 0.0014 0.0111 44 0.0125 0.0014 0.0111 45 0.0126 0.0014 0.0112 46 0.0126 0.0014 0.0112 47 0.0127 0.0014 0.0113 48 0.0127 0.0014 0.0113 49 0.0128 0.0014 0.0114 50 0.0128 0.0014 0.0114 51 0.0129 0.0014 0.0114 52 0.0129 0.0014 0.0115 53 0.0130 0.0015 0.0115 54 0.0130 0.0015 0.0116 55 0.0131 0.0015 0.0116 56 0.0131 0.0015 0.0117 57 0.0132 0.0015 0.0117 58 0.0132 0.0015 0.0117 59 0.0133 0.0015 0.0118 60 0.0133 0.0015 0.0118 61 0.0134 0.0015 0.0119 62 0.0134 0.0015 0.0119 63 0.0135 0.0015 0.0120 64 0.0136 0.0015 0.0120 65 0.0136 0.0015 0.0121 66 0.0137 0.0015 0.0122 67 0.0138 0.0015 0.0122 68 0.0138 0.0015 0.0123 69 0.0139 0.0016 0.0123 70 0.0139 0.0016 0.0124 71 0.0140 0.0016 0.0124 72 0.0141 0.0016 0.0125 73 0.0141 0.0016 0.0126 74 0.0142 0.0016 0.0126 75 0.0143 0.0016 0.0127 76 0.0143 0.0016 0.0127 77 0.0144 0.0016 0.0128 78 0.0145 0.0016 0.0128 79 0.0145 0.0016 0.0129 80 0.0146 0.0016 0.0130 81 0.0147 0.0016 0.0131 8 82 0.0147 0.0016 0.0131 83 0.0148 0.0017 0.0132 84 0.0149 0.0017 0.0132 85 0.0150 0.0017 0.0133 86 0.0150 0.0017 0.0134 87 0.0151 0.0017 0.0135 88 0.0152 0.0017 0.0135 89 0.0153 0.0017 0.0136 90 0.0154 0.0017 0.0136 91 0.0155 0.0017 0.0137 92 0.0155 0.0017 0.0138 93 0.0156 0.0017 0.0139 94 0.0157 0.0018 0.0140 95 0.0158 0.0018 0.0141 96 0.0159 0.0018 0.0141 97 0.0160 0.0018 0.0142 98 0.0161 0.0018 0.0143 99 0.0162 0.0018 0.0144 100 0.0163 0.0018 0.0144 101 0.0164 0.0018 0.0146 102 0.0165 0.0018 0.0146 103 0.0166 0.0019 0.0147 104 0.0167 0.0019 0.0148 105 0.0168 0.0019 0.0149 106 0.0169 0.0019 0.0150 107 0.0170 0.0019 0.0151 108 0.0171 0.0019 0.0152 109 0.0172 0.0019 0.0153 110 0.0173 0.0019 0.0154 111 0.0175 0.0020 0.0155 112 0.0175 0.0020 0.0156 113 0.0177 0.0020 0.0157 114 0.0178 0.0020 0.0158 115 0.0180 0.0020 0.0160 116 0.0180 0.0020 0.0160 117 0.0182 0.0020 0.0162 118 0.0183 0.0020 0.0163 119 0.0185 0.0021 0.0164 120 0.0186 0.0021 0.0165 121 0.0188 0.0021 0.0167 122 0.0189 0.0021 0.0168 123 0.0191 0.0021 0.0169 124 0.0192 0.0021 0.0170 125 0.0194 0.0022 0.0172 126 0.0195 0.0022 0.0173 127 0.0197 0.0022 0.0175 128 0.0198 0.0022 0.0176 129 0.0201 0.0022 0.0178 130 0.0202 0.0023 0.0179 131 0.0204 0.0023 0.0181 132 0.0205 0.0023 0.0182 133 0.0208 0.0023 0.0185 134 0.0209 0.0023 0.0186 135 0.0212 0.0024 0.0188 136 0.0213 0.0024 0.0189 137 0.0216 0.0024 0.0192 138 0.0217 0.0024 0.0193 139 0.0220 0.0025 0.0196 140 0.0222 0.0025 0.0197 141 0.0225 0.0025 0.0200 142 0.0227 0.0025 0.0201 143 0.0230 0.0026 0.0204 144 0.0232 0.0026 0.0206 145 0.0270 0.0030 0.0240 146 0.0272 0.0030 0.0241 147 0.0275 0.0031 0.0245 148 0.0277 0.0031 0.0246 149 0.0282 0.0031 0.0250 150 0.0284 0.0032 0.0252 151 0.0288 0.0032 0.0256 152 0.0290 0.0032 0.0258 9 153 0.0295 0.0033 0.0262 154 0.0298 0.0033 0.0264 155 0.0303 0.0034 0.0269 156 0.0305 0.0034 0.0271 157 0.0311 0.0035 0.0276 158 0.0314 0.0035 0.0279 159 0.0320 0.0036 0.0284 160 0.0323 0.0036 0.0287 161 0.0329 0.0037 0.0293 162 0.0333 0.0037 0.0296 163 0.0340 0.0038 0.0302 164 0.0344 0.0038 0.0305 165 0.0352 0.0039 0.0313 166 0.0356 0.0040 0.0316 167 0.0365 0.0041 0.0324 168 0.0370 0.0041 0.0328 169 0.0380 0.0042 0.0337 170 0.0385 0.0043 0.0342 171 0.0397 0.0044 0.0352 172 0.0403 0.0045 0.0358 173 0.0416 0.0046 0.0369 174 0.0423 0.0047 0.0376 175 0.0438 0.0049 0.0389 176 0.0446 0.0050 0.0397 177 0.0465 0.0052 0.0413 178 0.0474 0.0053 0.0421 179 0.0496 0.0055 0.0441 180 0.0509 0.0057 0.0452 181 0.0536 0.0060 0.0476 182 0.0552 0.0062 0.0490 183 0.0588 0.0066 0.0522 184 0.0609 0.0068 0.0541 185 0.0516 0.0058 0.0459 186 0.0545 0.0061 0.0484 187 0.0619 0.0069 0.0550 188 0.0668 0.0071 0.0596 189 0.0805 0.0071 0.0733 190 0.0908 0.0071 0.0837 191 0.1298 0.0071 0.1227 192 0.1785 0.0071 0.1714 193 0.5586 0.0071 0.5515 194 0.1057 0.0071 0.0986 195 0.0728 0.0071 0.0656 196 0.0579 0.0065 0.0514 197 0.0632 0.0071 0.0561 198 0.0569 0.0064 0.0505 199 0.0522 0.0058 0.0464 200 0.0485 0.0054 0.0431 201 0.0455 0.0051 0.0404 202 0.0430 0.0048 0.0382 203 0.0409 0.0046 0.0363 204 0.0391 0.0044 0.0347 205 0.0375 0.0042 0.0333 206 0.0360 0.0040 0.0320 207 0.0348 0.0039 0.0309 208 0.0336 0.0038 0.0299 209 0.0326 0.0036 0.0290 210 0.0317 0.0035 0.0281 211 0.0308 0.0034 0.0274 212 0.0300 0.0034 0.0267 213 0.0293 0.0033 0.0260 214 0.0286 0.0032 0.0254 215 0.0280 0.0031 0.0248 216 0.0274 0.0031 0.0243 217 0.0234 0.0026 0.0207 218 0.0228 0.0026 0.0203 219 0.0223 0.0025 0.0199 220 0.0219 0.0024 0.0194 221 0.0215 0.0024 0.0191 222 0.0210 0.0024 0.0187 223 0.0207 0.0023 0.0183 10 224 0.0203 0.0023 0.0180 225 0.0199 0.0022 0.0177 226 0.0196 0.0022 0.0174 227 0.0193 0.0022 0.0171 228 0.0190 0.0021 0.0169 229 0.0187 0.0021 0.0166 230 0.0184 0.0021 0.0163 231 0.0181 0.0020 0.0161 232 0.0179 0.0020 0.0159 233 0.0176 0.0020 0.0157 234 0.0174 0.0019 0.0154 235 0.0172 0.0019 0.0152 236 0.0169 0.0019 0.0150 237 0.0167 0.0019 0.0149 238 0.0165 0.0018 0.0147 239 0.0163 0.0018 0.0145 240 0.0161 0.0018 0.0143 241 0.0159 0.0018 0.0142 242 0.0158 0.0018 0.0140 243 0.0156 0.0017 0.0138 244 0.0154 0.0017 0.0137 245 0.0153 0.0017 0.0136 246 0.0151 0.0017 0.0134 247 0.0149 0.0017 0.0133 248 0.0148 0.0017 0.0131 249 0.0146 0.0016 0.0130 250 0.0145 0.0016 0.0129 251 0.0144 0.0016 0.0128 252 0.0142 0.0016 0.0126 253 0.0141 0.0016 0.0125 254 0.0140 0.0016 0.0124 255 0.0138 0.0015 0.0123 256 0.0137 0.0015 0.0122 257 0.0136 0.0015 0.0121 258 0.0135 0.0015 0.0120 259 0.0134 0.0015 0.0119 260 0.0133 0.0015 0.0118 261 0.0132 0.0015 0.0117 262 0.0131 0.0015 0.0116 263 0.0129 0.0014 0.0115 264 0.0128 0.0014 0.0114 265 0.0127 0.0014 0.0113 266 0.0127 0.0014 0.0112 267 0.0126 0.0014 0.0112 268 0.0125 0.0014 0.0111 269 0.0124 0.0014 0.0110 270 0.0123 0.0014 0.0109 271 0.0122 0.0014 0.0108 272 0.0121 0.0014 0.0108 273 0.0120 0.0013 0.0107 274 0.0119 0.0013 0.0106 275 0.0119 0.0013 0.0105 276 0.0118 0.0013 0.0105 277 0.0117 0.0013 0.0104 278 0.0116 0.0013 0.0103 279 0.0116 0.0013 0.0103 280 0.0115 0.0013 0.0102 281 0.0114 0.0013 0.0101 282 0.0113 0.0013 0.0101 283 0.0113 0.0013 0.0100 284 0.0112 0.0013 0.0099 285 0.0111 0.0012 0.0099 286 0.0111 0.0012 0.0098 287 0.0110 0.0012 0.0098 288 0.0109 0.0012 0.0097 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 0.70(In) Total effective rainfall = 6.32(In) Peak flow rate in flood hydrograph = 30.98(CFS) --------------------------------------------------------------------- 11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0005 0.07 Q | | | | 0+10 0.0035 0.43 Q | | | | 0+15 0.0093 0.85 Q | | | | 0+20 0.0161 0.99 Q | | | | 0+25 0.0232 1.02 VQ | | | | 0+30 0.0303 1.04 VQ | | | | 0+35 0.0375 1.04 VQ | | | | 0+40 0.0447 1.05 VQ | | | | 0+45 0.0519 1.05 VQ | | | | 0+50 0.0592 1.05 VQ | | | | 0+55 0.0665 1.06 VQ | | | | 1+ 0 0.0738 1.06 VQ | | | | 1+ 5 0.0811 1.06 VQ | | | | 1+10 0.0884 1.07 VQ | | | | 1+15 0.0958 1.07 VQ | | | | 1+20 0.1032 1.07 VQ | | | | 1+25 0.1106 1.08 VQ | | | | 1+30 0.1180 1.08 |Q | | | | 1+35 0.1255 1.08 |Q | | | | 1+40 0.1329 1.09 |Q | | | | 1+45 0.1404 1.09 |Q | | | | 1+50 0.1480 1.09 |Q | | | | 1+55 0.1555 1.10 |Q | | | | 2+ 0 0.1631 1.10 |Q | | | | 2+ 5 0.1707 1.10 |Q | | | | 2+10 0.1783 1.11 |Q | | | | 2+15 0.1860 1.11 |Q | | | | 2+20 0.1936 1.11 |Q | | | | 2+25 0.2013 1.12 |Q | | | | 2+30 0.2091 1.12 |Q | | | | 2+35 0.2168 1.13 |Q | | | | 2+40 0.2246 1.13 |Q | | | | 2+45 0.2324 1.13 |QV | | | | 2+50 0.2402 1.14 |QV | | | | 2+55 0.2481 1.14 |QV | | | | 3+ 0 0.2560 1.15 |QV | | | | 3+ 5 0.2639 1.15 |QV | | | | 3+10 0.2718 1.15 |QV | | | | 3+15 0.2798 1.16 |QV | | | | 3+20 0.2878 1.16 |QV | | | | 3+25 0.2958 1.17 |QV | | | | 3+30 0.3039 1.17 |QV | | | | 3+35 0.3120 1.17 |QV | | | | 3+40 0.3201 1.18 |QV | | | | 3+45 0.3283 1.18 |QV | | | | 3+50 0.3364 1.19 |QV | | | | 3+55 0.3446 1.19 |QV | | | | 4+ 0 0.3529 1.20 |Q V | | | | 4+ 5 0.3611 1.20 |Q V | | | | 4+10 0.3694 1.21 |Q V | | | | 4+15 0.3778 1.21 |Q V | | | | 4+20 0.3861 1.21 |Q V | | | | 4+25 0.3945 1.22 |Q V | | | | 4+30 0.4030 1.22 |Q V | | | | 4+35 0.4114 1.23 |Q V | | | | 4+40 0.4199 1.23 |Q V | | | | 4+45 0.4285 1.24 |Q V | | | | 4+50 0.4370 1.24 |Q V | | | | 4+55 0.4456 1.25 |Q V | | | | 5+ 0 0.4543 1.25 |Q V | | | | 5+ 5 0.4629 1.26 |Q V | | | | 5+10 0.4716 1.26 |Q V | | | | 12 5+15 0.4804 1.27 |Q V | | | | 5+20 0.4892 1.28 |Q V | | | | 5+25 0.4980 1.28 |Q V | | | | 5+30 0.5069 1.29 |Q V | | | | 5+35 0.5158 1.29 |Q V | | | | 5+40 0.5247 1.30 |Q V | | | | 5+45 0.5337 1.30 |Q V | | | | 5+50 0.5427 1.31 |Q V | | | | 5+55 0.5517 1.31 |Q V | | | | 6+ 0 0.5608 1.32 |Q V | | | | 6+ 5 0.5700 1.33 |Q V | | | | 6+10 0.5791 1.33 |Q V | | | | 6+15 0.5884 1.34 |Q V | | | | 6+20 0.5976 1.35 |Q V | | | | 6+25 0.6069 1.35 |Q V | | | | 6+30 0.6163 1.36 |Q V | | | | 6+35 0.6257 1.36 |Q V | | | | 6+40 0.6351 1.37 |Q V | | | | 6+45 0.6446 1.38 |Q V | | | | 6+50 0.6541 1.38 |Q V | | | | 6+55 0.6637 1.39 |Q V | | | | 7+ 0 0.6733 1.40 |Q V | | | | 7+ 5 0.6830 1.41 |Q V | | | | 7+10 0.6928 1.41 |Q V | | | | 7+15 0.7025 1.42 |Q V | | | | 7+20 0.7124 1.43 |Q V | | | | 7+25 0.7222 1.43 |Q V | | | | 7+30 0.7322 1.44 |Q V | | | | 7+35 0.7421 1.45 |Q V | | | | 7+40 0.7522 1.46 |Q V | | | | 7+45 0.7623 1.47 |Q V | | | | 7+50 0.7724 1.47 |Q V | | | | 7+55 0.7826 1.48 |Q V | | | | 8+ 0 0.7929 1.49 |Q V | | | | 8+ 5 0.8032 1.50 |Q V | | | | 8+10 0.8136 1.51 |Q V | | | | 8+15 0.8240 1.52 |Q V | | | | 8+20 0.8345 1.52 |Q V | | | | 8+25 0.8451 1.53 |Q V | | | | 8+30 0.8557 1.54 |Q V | | | | 8+35 0.8664 1.55 |Q V | | | | 8+40 0.8771 1.56 |Q V | | | | 8+45 0.8880 1.57 |Q V | | | | 8+50 0.8989 1.58 |Q V | | | | 8+55 0.9098 1.59 |Q V | | | | 9+ 0 0.9208 1.60 |Q V | | | | 9+ 5 0.9319 1.61 |Q V | | | | 9+10 0.9431 1.62 |Q V | | | | 9+15 0.9543 1.63 |Q V | | | | 9+20 0.9657 1.64 |Q V | | | | 9+25 0.9771 1.65 |Q V | | | | 9+30 0.9885 1.67 |Q V | | | | 9+35 1.0001 1.68 |Q V | | | | 9+40 1.0117 1.69 |Q V | | | | 9+45 1.0234 1.70 |Q V | | | | 9+50 1.0352 1.71 |Q V | | | | 9+55 1.0471 1.73 |Q V| | | | 10+ 0 1.0591 1.74 |Q V| | | | 10+ 5 1.0712 1.75 |Q V| | | | 10+10 1.0833 1.77 |Q V| | | | 10+15 1.0956 1.78 |Q V| | | | 10+20 1.1079 1.79 |Q V| | | | 10+25 1.1203 1.81 |Q V| | | | 10+30 1.1329 1.82 |Q V| | | | 10+35 1.1455 1.84 |Q V| | | | 10+40 1.1583 1.85 |Q V| | | | 10+45 1.1711 1.87 |Q V | | | 10+50 1.1841 1.88 |Q V | | | 10+55 1.1972 1.90 |Q V | | | 11+ 0 1.2104 1.92 |Q V | | | 11+ 5 1.2237 1.93 |Q V | | | 13 11+10 1.2371 1.95 |Q V | | | 11+15 1.2507 1.97 |Q V | | | 11+20 1.2644 1.99 |Q V | | | 11+25 1.2782 2.01 | Q |V | | | 11+30 1.2922 2.03 | Q |V | | | 11+35 1.3062 2.05 | Q |V | | | 11+40 1.3205 2.07 | Q |V | | | 11+45 1.3349 2.09 | Q |V | | | 11+50 1.3494 2.11 | Q |V | | | 11+55 1.3641 2.13 | Q |V | | | 12+ 0 1.3789 2.16 | Q |V | | | 12+ 5 1.3941 2.20 | Q | V | | | 12+10 1.4102 2.34 | Q | V | | | 12+15 1.4274 2.50 | Q | V | | | 12+20 1.4451 2.57 | Q | V | | | 12+25 1.4630 2.61 | Q | V | | | 12+30 1.4812 2.64 | Q | V | | | 12+35 1.4996 2.67 | Q | V | | | 12+40 1.5182 2.70 | Q | V | | | 12+45 1.5370 2.73 | Q | V | | | 12+50 1.5560 2.76 | Q | V | | | 12+55 1.5753 2.80 | Q | V | | | 13+ 0 1.5948 2.83 | Q | V | | | 13+ 5 1.6145 2.87 | Q | V | | | 13+10 1.6345 2.91 | Q | V | | | 13+15 1.6548 2.95 | Q | V | | | 13+20 1.6754 2.99 | Q | V | | | 13+25 1.6963 3.03 | Q | V | | | 13+30 1.7174 3.08 | Q | V | | | 13+35 1.7389 3.12 | Q | V | | | 13+40 1.7608 3.17 | Q | V | | | 13+45 1.7830 3.22 | Q | V | | | 13+50 1.8056 3.28 | Q | V | | | 13+55 1.8285 3.34 | Q | V | | | 14+ 0 1.8519 3.40 | Q | V | | | 14+ 5 1.8758 3.46 | Q | V | | | 14+10 1.9001 3.53 | Q | V | | | 14+15 1.9249 3.60 | Q | V | | | 14+20 1.9502 3.68 | Q | V | | | 14+25 1.9762 3.76 | Q | V | | | 14+30 2.0027 3.85 | Q | V | | | 14+35 2.0299 3.95 | Q | V | | | 14+40 2.0578 4.05 | Q | V | | | 14+45 2.0864 4.16 | Q | V | | | 14+50 2.1159 4.28 | Q | V | | | 14+55 2.1463 4.41 | Q | V | | | 15+ 0 2.1777 4.56 | Q | V | | | 15+ 5 2.2102 4.72 | Q | V| | | 15+10 2.2440 4.90 | Q | V| | | 15+15 2.2792 5.11 | Q | V| | | 15+20 2.3159 5.34 | Q | V| | | 15+25 2.3539 5.52 | Q | V | | 15+30 2.3908 5.36 | Q | V | | 15+35 2.4266 5.19 | Q | V | | 15+40 2.4643 5.47 | Q | |V | | 15+45 2.5059 6.04 | Q | |V | | 15+50 2.5535 6.92 | Q | | V | | 15+55 2.6104 8.26 | Q | | V | | 16+ 0 2.6843 10.74 | Q | V | | 16+ 5 2.8021 17.11 | | Q | V | | 16+10 3.0155 30.98 | | | V Q | 16+15 3.2268 30.68 | | | V Q | 16+20 3.3354 15.77 | | Q | V | | 16+25 3.3945 8.59 | Q | | V| | 16+30 3.4407 6.71 | Q | | V| | 16+35 3.4802 5.72 | Q | | V | 16+40 3.5165 5.28 | Q | | V | 16+45 3.5501 4.87 | Q | | V | 16+50 3.5814 4.55 | Q | | V | 16+55 3.6108 4.27 | Q | | |V | 17+ 0 3.6386 4.04 | Q | | |V | 14 17+ 5 3.6650 3.84 | Q | | |V | 17+10 3.6903 3.67 | Q | | |V | 17+15 3.7145 3.52 | Q | | | V | 17+20 3.7378 3.39 | Q | | | V | 17+25 3.7604 3.27 | Q | | | V | 17+30 3.7821 3.16 | Q | | | V | 17+35 3.8033 3.07 | Q | | | V | 17+40 3.8238 2.98 | Q | | | V | 17+45 3.8437 2.90 | Q | | | V | 17+50 3.8632 2.82 | Q | | | V | 17+55 3.8822 2.76 | Q | | | V | 18+ 0 3.9007 2.69 | Q | | | V | 18+ 5 3.9187 2.61 | Q | | | V | 18+10 3.9355 2.44 | Q | | | V | 18+15 3.9511 2.26 | Q | | | V | 18+20 3.9660 2.17 | Q | | | V | 18+25 3.9805 2.11 | Q | | | V | 18+30 3.9947 2.06 | Q | | | V | 18+35 4.0086 2.02 | Q | | | V | 18+40 4.0223 1.98 |Q | | | V | 18+45 4.0357 1.95 |Q | | | V | 18+50 4.0489 1.91 |Q | | | V | 18+55 4.0618 1.88 |Q | | | V | 19+ 0 4.0745 1.85 |Q | | | V | 19+ 5 4.0870 1.82 |Q | | | V | 19+10 4.0994 1.79 |Q | | | V | 19+15 4.1115 1.76 |Q | | | V | 19+20 4.1235 1.74 |Q | | | V | 19+25 4.1352 1.71 |Q | | | V | 19+30 4.1469 1.69 |Q | | | V | 19+35 4.1583 1.66 |Q | | | V | 19+40 4.1696 1.64 |Q | | | V | 19+45 4.1808 1.62 |Q | | | V | 19+50 4.1918 1.60 |Q | | | V | 19+55 4.2026 1.58 |Q | | | V | 20+ 0 4.2134 1.56 |Q | | | V | 20+ 5 4.2240 1.54 |Q | | | V | 20+10 4.2345 1.52 |Q | | | V | 20+15 4.2448 1.50 |Q | | | V | 20+20 4.2551 1.49 |Q | | | V | 20+25 4.2652 1.47 |Q | | | V | 20+30 4.2753 1.46 |Q | | | V | 20+35 4.2852 1.44 |Q | | | V | 20+40 4.2950 1.43 |Q | | | V | 20+45 4.3047 1.41 |Q | | | V | 20+50 4.3143 1.40 |Q | | | V | 20+55 4.3238 1.38 |Q | | | V | 21+ 0 4.3333 1.37 |Q | | | V | 21+ 5 4.3426 1.36 |Q | | | V | 21+10 4.3519 1.34 |Q | | | V | 21+15 4.3610 1.33 |Q | | | V | 21+20 4.3701 1.32 |Q | | | V | 21+25 4.3791 1.31 |Q | | | V | 21+30 4.3881 1.30 |Q | | | V | 21+35 4.3969 1.28 |Q | | | V | 21+40 4.4057 1.27 |Q | | | V | 21+45 4.4144 1.26 |Q | | | V | 21+50 4.4230 1.25 |Q | | | V | 21+55 4.4316 1.24 |Q | | | V | 22+ 0 4.4401 1.23 |Q | | | V | 22+ 5 4.4485 1.22 |Q | | | V | 22+10 4.4568 1.21 |Q | | | V | 22+15 4.4651 1.20 |Q | | | V | 22+20 4.4734 1.20 |Q | | | V | 22+25 4.4815 1.19 |Q | | | V | 22+30 4.4896 1.18 |Q | | | V | 22+35 4.4977 1.17 |Q | | | V | 22+40 4.5057 1.16 |Q | | | V | 22+45 4.5136 1.15 |Q | | | V | 22+50 4.5215 1.14 |Q | | | V | 22+55 4.5293 1.14 |Q | | | V| 15 23+ 0 4.5371 1.13 |Q | | | V| 23+ 5 4.5448 1.12 |Q | | | V| 23+10 4.5525 1.11 |Q | | | V| 23+15 4.5601 1.11 |Q | | | V| 23+20 4.5677 1.10 |Q | | | V| 23+25 4.5752 1.09 |Q | | | V| 23+30 4.5827 1.09 |Q | | | V| 23+35 4.5901 1.08 |Q | | | V| 23+40 4.5975 1.07 |Q | | | V| 23+45 4.6048 1.06 |Q | | | V| 23+50 4.6121 1.06 |Q | | | V| 23+55 4.6193 1.05 |Q | | | V| 24+ 0 4.6265 1.05 |Q | | | V| 24+ 5 4.6332 0.97 Q | | | V| 24+10 4.6374 0.60 Q | | | V| 24+15 4.6387 0.19 Q | | | V| 24+20 4.6390 0.05 Q | | | V| 24+25 4.6391 0.01 Q | | | V| ----------------------------------------------------------------------- APPENDIX C.2: 25-YEAR STORM EVENT 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 - 2014, Version 9.0 Study date 04/11/22 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6279 --------------------------------------------------------------------- 265.22.22 UNIT HYDROGRAPH FOR ONSITE AREA POST-PROJECT CONDITION FN: ARAPOST25 -------------------------------------------------------------------- Storm Event Year = 25 Antecedent Moisture Condition = 2 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub-Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 8.81 1 0.93 -------------------------------------------------------------------- Rainfall data for year 2 8.81 6 1.64 -------------------------------------------------------------------- Rainfall data for year 2 8.81 24 3.07 -------------------------------------------------------------------- Rainfall data for year 100 8.81 1 1.51 -------------------------------------------------------------------- Rainfall data for year 100 8.81 6 3.78 -------------------------------------------------------------------- Rainfall data for year 100 8.81 24 7.02 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area-averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 46.0 46.0 8.81 1.000 0.856 0.100 0.086 Area-averaged adjusted loss rate Fm (In/Hr) = 0.086 ********* Area-Averaged low loss rate fraction, Yb ********** 2 Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 0.88 0.100 46.0 46.0 11.74 0.127 7.93 0.900 98.0 98.0 0.20 0.958 Area-averaged catchment yield fraction, Y = 0.875 Area-averaged low loss fraction, Yb = 0.125 User entry of time of concentration = 0.173 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.81(Ac.) Catchment Lag time = 0.138 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 60.3340 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.086(In/Hr) Average low loss rate fraction (Yb) = 0.125 (decimal) VALLEY DEVELOPED S-Graph Selected Computed peak 5-minute rainfall = 0.430(In) Computed peak 30-minute rainfall = 0.880(In) Specified peak 1-hour rainfall = 1.161(In) Computed peak 3-hour rainfall = 2.087(In) Specified peak 6-hour rainfall = 3.022(In) Specified peak 24-hour rainfall = 5.620(In) Rainfall depth area reduction factors: Using a total area of 8.81(Ac.) (Ref: fig. E-4) 5-minute factor = 1.000 Adjusted rainfall = 0.430(In) 30-minute factor = 1.000 Adjusted rainfall = 0.880(In) 1-hour factor = 1.000 Adjusted rainfall = 1.161(In) 3-hour factor = 1.000 Adjusted rainfall = 2.087(In) 6-hour factor = 1.000 Adjusted rainfall = 3.022(In) 24-hour factor = 1.000 Adjusted rainfall = 5.620(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 106.55 (CFS)) 1 6.589 7.020 2 42.052 37.785 3 82.029 42.593 4 95.655 14.518 5 98.687 3.231 6 100.000 1.399 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4297 0.4297 2 0.5669 0.1373 3 0.6668 0.0998 4 0.7481 0.0813 5 0.8179 0.0698 6 0.8798 0.0619 7 0.9358 0.0560 8 0.9871 0.0513 9 1.0347 0.0476 10 1.0793 0.0445 11 1.1212 0.0419 12 1.1609 0.0397 13 1.2116 0.0507 14 1.2605 0.0489 15 1.3078 0.0473 16 1.3537 0.0459 17 1.3982 0.0445 18 1.4416 0.0433 19 1.4838 0.0422 3 20 1.5250 0.0412 21 1.5652 0.0403 22 1.6046 0.0394 23 1.6432 0.0385 24 1.6809 0.0378 25 1.7180 0.0370 26 1.7543 0.0364 27 1.7900 0.0357 28 1.8251 0.0351 29 1.8597 0.0345 30 1.8936 0.0340 31 1.9271 0.0334 32 1.9600 0.0329 33 1.9925 0.0325 34 2.0245 0.0320 35 2.0561 0.0316 36 2.0873 0.0312 37 2.1180 0.0307 38 2.1484 0.0304 39 2.1784 0.0300 40 2.2080 0.0296 41 2.2373 0.0293 42 2.2662 0.0290 43 2.2949 0.0286 44 2.3232 0.0283 45 2.3512 0.0280 46 2.3790 0.0277 47 2.4064 0.0275 48 2.4336 0.0272 49 2.4606 0.0269 50 2.4872 0.0267 51 2.5137 0.0264 52 2.5398 0.0262 53 2.5658 0.0260 54 2.5915 0.0257 55 2.6170 0.0255 56 2.6423 0.0253 57 2.6674 0.0251 58 2.6923 0.0249 59 2.7169 0.0247 60 2.7414 0.0245 61 2.7657 0.0243 62 2.7898 0.0241 63 2.8137 0.0239 64 2.8375 0.0237 65 2.8611 0.0236 66 2.8845 0.0234 67 2.9077 0.0232 68 2.9308 0.0231 69 2.9537 0.0229 70 2.9765 0.0228 71 2.9991 0.0226 72 3.0216 0.0225 73 3.0403 0.0187 74 3.0589 0.0186 75 3.0773 0.0184 76 3.0956 0.0183 77 3.1138 0.0182 78 3.1318 0.0180 79 3.1497 0.0179 80 3.1675 0.0178 81 3.1852 0.0177 82 3.2027 0.0175 83 3.2201 0.0174 84 3.2374 0.0173 85 3.2546 0.0172 86 3.2717 0.0171 87 3.2887 0.0170 88 3.3056 0.0169 89 3.3223 0.0168 90 3.3390 0.0167 4 91 3.3555 0.0166 92 3.3720 0.0165 93 3.3884 0.0164 94 3.4046 0.0163 95 3.4208 0.0162 96 3.4369 0.0161 97 3.4528 0.0160 98 3.4687 0.0159 99 3.4845 0.0158 100 3.5003 0.0157 101 3.5159 0.0156 102 3.5314 0.0155 103 3.5469 0.0155 104 3.5622 0.0154 105 3.5775 0.0153 106 3.5928 0.0152 107 3.6079 0.0151 108 3.6229 0.0151 109 3.6379 0.0150 110 3.6528 0.0149 111 3.6677 0.0148 112 3.6824 0.0148 113 3.6971 0.0147 114 3.7117 0.0146 115 3.7262 0.0145 116 3.7407 0.0145 117 3.7551 0.0144 118 3.7694 0.0143 119 3.7837 0.0143 120 3.7979 0.0142 121 3.8121 0.0141 122 3.8261 0.0141 123 3.8401 0.0140 124 3.8541 0.0139 125 3.8680 0.0139 126 3.8818 0.0138 127 3.8955 0.0138 128 3.9092 0.0137 129 3.9229 0.0136 130 3.9365 0.0136 131 3.9500 0.0135 132 3.9635 0.0135 133 3.9769 0.0134 134 3.9902 0.0134 135 4.0035 0.0133 136 4.0168 0.0132 137 4.0300 0.0132 138 4.0431 0.0131 139 4.0562 0.0131 140 4.0693 0.0130 141 4.0822 0.0130 142 4.0952 0.0129 143 4.1081 0.0129 144 4.1209 0.0128 145 4.1337 0.0128 146 4.1464 0.0127 147 4.1591 0.0127 148 4.1718 0.0126 149 4.1843 0.0126 150 4.1969 0.0125 151 4.2094 0.0125 152 4.2219 0.0125 153 4.2343 0.0124 154 4.2466 0.0124 155 4.2590 0.0123 156 4.2712 0.0123 157 4.2835 0.0122 158 4.2957 0.0122 159 4.3078 0.0121 160 4.3199 0.0121 161 4.3320 0.0121 5 162 4.3440 0.0120 163 4.3560 0.0120 164 4.3679 0.0119 165 4.3798 0.0119 166 4.3917 0.0119 167 4.4035 0.0118 168 4.4153 0.0118 169 4.4271 0.0117 170 4.4388 0.0117 171 4.4504 0.0117 172 4.4621 0.0116 173 4.4737 0.0116 174 4.4852 0.0116 175 4.4967 0.0115 176 4.5082 0.0115 177 4.5197 0.0114 178 4.5311 0.0114 179 4.5425 0.0114 180 4.5538 0.0113 181 4.5651 0.0113 182 4.5764 0.0113 183 4.5876 0.0112 184 4.5988 0.0112 185 4.6100 0.0112 186 4.6211 0.0111 187 4.6322 0.0111 188 4.6433 0.0111 189 4.6544 0.0110 190 4.6654 0.0110 191 4.6763 0.0110 192 4.6873 0.0109 193 4.6982 0.0109 194 4.7091 0.0109 195 4.7199 0.0109 196 4.7308 0.0108 197 4.7415 0.0108 198 4.7523 0.0108 199 4.7630 0.0107 200 4.7737 0.0107 201 4.7844 0.0107 202 4.7950 0.0106 203 4.8057 0.0106 204 4.8162 0.0106 205 4.8268 0.0106 206 4.8373 0.0105 207 4.8478 0.0105 208 4.8583 0.0105 209 4.8687 0.0104 210 4.8791 0.0104 211 4.8895 0.0104 212 4.8999 0.0104 213 4.9102 0.0103 214 4.9205 0.0103 215 4.9308 0.0103 216 4.9411 0.0103 217 4.9513 0.0102 218 4.9615 0.0102 219 4.9717 0.0102 220 4.9818 0.0101 221 4.9919 0.0101 222 5.0020 0.0101 223 5.0121 0.0101 224 5.0222 0.0100 225 5.0322 0.0100 226 5.0422 0.0100 227 5.0522 0.0100 228 5.0621 0.0100 229 5.0720 0.0099 230 5.0819 0.0099 231 5.0918 0.0099 232 5.1017 0.0099 6 233 5.1115 0.0098 234 5.1213 0.0098 235 5.1311 0.0098 236 5.1409 0.0098 237 5.1506 0.0097 238 5.1603 0.0097 239 5.1700 0.0097 240 5.1797 0.0097 241 5.1893 0.0097 242 5.1990 0.0096 243 5.2086 0.0096 244 5.2182 0.0096 245 5.2277 0.0096 246 5.2373 0.0095 247 5.2468 0.0095 248 5.2563 0.0095 249 5.2658 0.0095 250 5.2752 0.0095 251 5.2847 0.0094 252 5.2941 0.0094 253 5.3035 0.0094 254 5.3128 0.0094 255 5.3222 0.0094 256 5.3315 0.0093 257 5.3408 0.0093 258 5.3501 0.0093 259 5.3594 0.0093 260 5.3687 0.0093 261 5.3779 0.0092 262 5.3871 0.0092 263 5.3963 0.0092 264 5.4055 0.0092 265 5.4146 0.0092 266 5.4238 0.0091 267 5.4329 0.0091 268 5.4420 0.0091 269 5.4511 0.0091 270 5.4601 0.0091 271 5.4692 0.0090 272 5.4782 0.0090 273 5.4872 0.0090 274 5.4962 0.0090 275 5.5052 0.0090 276 5.5141 0.0090 277 5.5231 0.0089 278 5.5320 0.0089 279 5.5409 0.0089 280 5.5498 0.0089 281 5.5586 0.0089 282 5.5675 0.0088 283 5.5763 0.0088 284 5.5851 0.0088 285 5.5939 0.0088 286 5.6027 0.0088 287 5.6114 0.0088 288 5.6202 0.0087 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil-Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0087 0.0011 0.0076 2 0.0088 0.0011 0.0077 3 0.0088 0.0011 0.0077 4 0.0088 0.0011 0.0077 5 0.0088 0.0011 0.0077 6 0.0089 0.0011 0.0078 7 0.0089 0.0011 0.0078 8 0.0089 0.0011 0.0078 9 0.0090 0.0011 0.0078 10 0.0090 0.0011 0.0078 7 11 0.0090 0.0011 0.0079 12 0.0090 0.0011 0.0079 13 0.0091 0.0011 0.0079 14 0.0091 0.0011 0.0079 15 0.0091 0.0011 0.0080 16 0.0091 0.0011 0.0080 17 0.0092 0.0012 0.0080 18 0.0092 0.0012 0.0080 19 0.0092 0.0012 0.0081 20 0.0093 0.0012 0.0081 21 0.0093 0.0012 0.0081 22 0.0093 0.0012 0.0081 23 0.0094 0.0012 0.0082 24 0.0094 0.0012 0.0082 25 0.0094 0.0012 0.0082 26 0.0094 0.0012 0.0083 27 0.0095 0.0012 0.0083 28 0.0095 0.0012 0.0083 29 0.0095 0.0012 0.0083 30 0.0096 0.0012 0.0084 31 0.0096 0.0012 0.0084 32 0.0096 0.0012 0.0084 33 0.0097 0.0012 0.0085 34 0.0097 0.0012 0.0085 35 0.0097 0.0012 0.0085 36 0.0098 0.0012 0.0085 37 0.0098 0.0012 0.0086 38 0.0098 0.0012 0.0086 39 0.0099 0.0012 0.0086 40 0.0099 0.0012 0.0087 41 0.0100 0.0012 0.0087 42 0.0100 0.0013 0.0087 43 0.0100 0.0013 0.0088 44 0.0100 0.0013 0.0088 45 0.0101 0.0013 0.0088 46 0.0101 0.0013 0.0089 47 0.0102 0.0013 0.0089 48 0.0102 0.0013 0.0089 49 0.0103 0.0013 0.0090 50 0.0103 0.0013 0.0090 51 0.0103 0.0013 0.0090 52 0.0104 0.0013 0.0091 53 0.0104 0.0013 0.0091 54 0.0104 0.0013 0.0091 55 0.0105 0.0013 0.0092 56 0.0105 0.0013 0.0092 57 0.0106 0.0013 0.0093 58 0.0106 0.0013 0.0093 59 0.0107 0.0013 0.0093 60 0.0107 0.0013 0.0094 61 0.0108 0.0013 0.0094 62 0.0108 0.0014 0.0094 63 0.0109 0.0014 0.0095 64 0.0109 0.0014 0.0095 65 0.0109 0.0014 0.0096 66 0.0110 0.0014 0.0096 67 0.0110 0.0014 0.0097 68 0.0111 0.0014 0.0097 69 0.0111 0.0014 0.0097 70 0.0112 0.0014 0.0098 71 0.0112 0.0014 0.0098 72 0.0113 0.0014 0.0099 73 0.0113 0.0014 0.0099 74 0.0114 0.0014 0.0100 75 0.0114 0.0014 0.0100 76 0.0115 0.0014 0.0100 77 0.0116 0.0014 0.0101 78 0.0116 0.0015 0.0101 79 0.0117 0.0015 0.0102 80 0.0117 0.0015 0.0102 81 0.0118 0.0015 0.0103 8 82 0.0118 0.0015 0.0103 83 0.0119 0.0015 0.0104 84 0.0119 0.0015 0.0104 85 0.0120 0.0015 0.0105 86 0.0121 0.0015 0.0106 87 0.0121 0.0015 0.0106 88 0.0122 0.0015 0.0107 89 0.0123 0.0015 0.0107 90 0.0123 0.0015 0.0108 91 0.0124 0.0016 0.0109 92 0.0125 0.0016 0.0109 93 0.0125 0.0016 0.0110 94 0.0126 0.0016 0.0110 95 0.0127 0.0016 0.0111 96 0.0127 0.0016 0.0111 97 0.0128 0.0016 0.0112 98 0.0129 0.0016 0.0113 99 0.0130 0.0016 0.0114 100 0.0130 0.0016 0.0114 101 0.0131 0.0016 0.0115 102 0.0132 0.0017 0.0115 103 0.0133 0.0017 0.0116 104 0.0134 0.0017 0.0117 105 0.0135 0.0017 0.0118 106 0.0135 0.0017 0.0118 107 0.0136 0.0017 0.0119 108 0.0137 0.0017 0.0120 109 0.0138 0.0017 0.0121 110 0.0139 0.0017 0.0121 111 0.0140 0.0018 0.0123 112 0.0141 0.0018 0.0123 113 0.0142 0.0018 0.0124 114 0.0143 0.0018 0.0125 115 0.0144 0.0018 0.0126 116 0.0145 0.0018 0.0127 117 0.0146 0.0018 0.0128 118 0.0147 0.0018 0.0128 119 0.0148 0.0019 0.0130 120 0.0149 0.0019 0.0130 121 0.0151 0.0019 0.0132 122 0.0151 0.0019 0.0132 123 0.0153 0.0019 0.0134 124 0.0154 0.0019 0.0134 125 0.0155 0.0019 0.0136 126 0.0156 0.0020 0.0137 127 0.0158 0.0020 0.0138 128 0.0159 0.0020 0.0139 129 0.0161 0.0020 0.0141 130 0.0162 0.0020 0.0141 131 0.0164 0.0021 0.0143 132 0.0165 0.0021 0.0144 133 0.0167 0.0021 0.0146 134 0.0168 0.0021 0.0147 135 0.0170 0.0021 0.0148 136 0.0171 0.0021 0.0149 137 0.0173 0.0022 0.0151 138 0.0174 0.0022 0.0152 139 0.0177 0.0022 0.0154 140 0.0178 0.0022 0.0156 141 0.0180 0.0023 0.0158 142 0.0182 0.0023 0.0159 143 0.0184 0.0023 0.0161 144 0.0186 0.0023 0.0162 145 0.0225 0.0028 0.0197 146 0.0226 0.0028 0.0198 147 0.0229 0.0029 0.0200 148 0.0231 0.0029 0.0202 149 0.0234 0.0029 0.0205 150 0.0236 0.0030 0.0206 151 0.0239 0.0030 0.0209 152 0.0241 0.0030 0.0211 9 153 0.0245 0.0031 0.0214 154 0.0247 0.0031 0.0216 155 0.0251 0.0031 0.0219 156 0.0253 0.0032 0.0221 157 0.0257 0.0032 0.0225 158 0.0260 0.0033 0.0227 159 0.0264 0.0033 0.0231 160 0.0267 0.0033 0.0233 161 0.0272 0.0034 0.0238 162 0.0275 0.0034 0.0240 163 0.0280 0.0035 0.0245 164 0.0283 0.0036 0.0248 165 0.0290 0.0036 0.0253 166 0.0293 0.0037 0.0256 167 0.0300 0.0038 0.0262 168 0.0304 0.0038 0.0266 169 0.0312 0.0039 0.0273 170 0.0316 0.0040 0.0276 171 0.0325 0.0041 0.0284 172 0.0329 0.0041 0.0288 173 0.0340 0.0043 0.0297 174 0.0345 0.0043 0.0302 175 0.0357 0.0045 0.0312 176 0.0364 0.0046 0.0318 177 0.0378 0.0047 0.0330 178 0.0385 0.0048 0.0337 179 0.0403 0.0050 0.0352 180 0.0412 0.0052 0.0360 181 0.0433 0.0054 0.0379 182 0.0445 0.0056 0.0390 183 0.0473 0.0059 0.0414 184 0.0489 0.0061 0.0428 185 0.0397 0.0050 0.0347 186 0.0419 0.0053 0.0367 187 0.0476 0.0060 0.0416 188 0.0513 0.0064 0.0449 189 0.0619 0.0071 0.0548 190 0.0698 0.0071 0.0627 191 0.0998 0.0071 0.0927 192 0.1373 0.0071 0.1302 193 0.4297 0.0071 0.4225 194 0.0813 0.0071 0.0742 195 0.0560 0.0070 0.0489 196 0.0445 0.0056 0.0390 197 0.0507 0.0064 0.0443 198 0.0459 0.0057 0.0401 199 0.0422 0.0053 0.0369 200 0.0394 0.0049 0.0344 201 0.0370 0.0046 0.0324 202 0.0351 0.0044 0.0307 203 0.0334 0.0042 0.0293 204 0.0320 0.0040 0.0280 205 0.0307 0.0039 0.0269 206 0.0296 0.0037 0.0259 207 0.0286 0.0036 0.0250 208 0.0277 0.0035 0.0243 209 0.0269 0.0034 0.0236 210 0.0262 0.0033 0.0229 211 0.0255 0.0032 0.0223 212 0.0249 0.0031 0.0218 213 0.0243 0.0030 0.0212 214 0.0237 0.0030 0.0208 215 0.0232 0.0029 0.0203 216 0.0228 0.0029 0.0199 217 0.0187 0.0023 0.0164 218 0.0183 0.0023 0.0160 219 0.0179 0.0022 0.0157 220 0.0175 0.0022 0.0153 221 0.0172 0.0022 0.0150 222 0.0169 0.0021 0.0148 223 0.0166 0.0021 0.0145 10 224 0.0163 0.0020 0.0142 225 0.0160 0.0020 0.0140 226 0.0157 0.0020 0.0137 227 0.0155 0.0019 0.0135 228 0.0152 0.0019 0.0133 229 0.0150 0.0019 0.0131 230 0.0148 0.0018 0.0129 231 0.0145 0.0018 0.0127 232 0.0143 0.0018 0.0125 233 0.0141 0.0018 0.0124 234 0.0139 0.0017 0.0122 235 0.0138 0.0017 0.0120 236 0.0136 0.0017 0.0119 237 0.0134 0.0017 0.0117 238 0.0132 0.0017 0.0116 239 0.0131 0.0016 0.0114 240 0.0129 0.0016 0.0113 241 0.0128 0.0016 0.0112 242 0.0126 0.0016 0.0111 243 0.0125 0.0016 0.0109 244 0.0124 0.0016 0.0108 245 0.0122 0.0015 0.0107 246 0.0121 0.0015 0.0106 247 0.0120 0.0015 0.0105 248 0.0119 0.0015 0.0104 249 0.0117 0.0015 0.0103 250 0.0116 0.0015 0.0102 251 0.0115 0.0014 0.0101 252 0.0114 0.0014 0.0100 253 0.0113 0.0014 0.0099 254 0.0112 0.0014 0.0098 255 0.0111 0.0014 0.0097 256 0.0110 0.0014 0.0096 257 0.0109 0.0014 0.0095 258 0.0108 0.0014 0.0095 259 0.0107 0.0013 0.0094 260 0.0106 0.0013 0.0093 261 0.0106 0.0013 0.0092 262 0.0105 0.0013 0.0092 263 0.0104 0.0013 0.0091 264 0.0103 0.0013 0.0090 265 0.0102 0.0013 0.0089 266 0.0101 0.0013 0.0089 267 0.0101 0.0013 0.0088 268 0.0100 0.0013 0.0087 269 0.0099 0.0012 0.0087 270 0.0099 0.0012 0.0086 271 0.0098 0.0012 0.0086 272 0.0097 0.0012 0.0085 273 0.0097 0.0012 0.0084 274 0.0096 0.0012 0.0084 275 0.0095 0.0012 0.0083 276 0.0095 0.0012 0.0083 277 0.0094 0.0012 0.0082 278 0.0093 0.0012 0.0082 279 0.0093 0.0012 0.0081 280 0.0092 0.0012 0.0081 281 0.0092 0.0011 0.0080 282 0.0091 0.0011 0.0080 283 0.0090 0.0011 0.0079 284 0.0090 0.0011 0.0079 285 0.0089 0.0011 0.0078 286 0.0089 0.0011 0.0078 287 0.0088 0.0011 0.0077 288 0.0088 0.0011 0.0077 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 0.64(In) Total effective rainfall = 4.98(In) Peak flow rate in flood hydrograph = 23.65(CFS) --------------------------------------------------------------------- 11 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0004 0.05 Q | | | | 0+10 0.0027 0.34 Q | | | | 0+15 0.0073 0.67 Q | | | | 0+20 0.0127 0.78 VQ | | | | 0+25 0.0183 0.81 VQ | | | | 0+30 0.0240 0.82 VQ | | | | 0+35 0.0296 0.82 VQ | | | | 0+40 0.0353 0.83 VQ | | | | 0+45 0.0411 0.83 VQ | | | | 0+50 0.0468 0.83 VQ | | | | 0+55 0.0525 0.83 VQ | | | | 1+ 0 0.0583 0.84 VQ | | | | 1+ 5 0.0641 0.84 VQ | | | | 1+10 0.0699 0.84 VQ | | | | 1+15 0.0757 0.84 VQ | | | | 1+20 0.0815 0.85 VQ | | | | 1+25 0.0874 0.85 VQ | | | | 1+30 0.0933 0.85 |Q | | | | 1+35 0.0991 0.86 |Q | | | | 1+40 0.1051 0.86 |Q | | | | 1+45 0.1110 0.86 |Q | | | | 1+50 0.1169 0.86 |Q | | | | 1+55 0.1229 0.87 |Q | | | | 2+ 0 0.1289 0.87 |Q | | | | 2+ 5 0.1349 0.87 |Q | | | | 2+10 0.1409 0.87 |Q | | | | 2+15 0.1470 0.88 |Q | | | | 2+20 0.1530 0.88 |Q | | | | 2+25 0.1591 0.88 |Q | | | | 2+30 0.1652 0.89 |Q | | | | 2+35 0.1713 0.89 |Q | | | | 2+40 0.1775 0.89 |Q | | | | 2+45 0.1836 0.90 |QV | | | | 2+50 0.1898 0.90 |QV | | | | 2+55 0.1960 0.90 |QV | | | | 3+ 0 0.2023 0.90 |QV | | | | 3+ 5 0.2085 0.91 |QV | | | | 3+10 0.2148 0.91 |QV | | | | 3+15 0.2211 0.91 |QV | | | | 3+20 0.2274 0.92 |QV | | | | 3+25 0.2338 0.92 |QV | | | | 3+30 0.2401 0.92 |QV | | | | 3+35 0.2465 0.93 |QV | | | | 3+40 0.2529 0.93 |QV | | | | 3+45 0.2594 0.93 |QV | | | | 3+50 0.2658 0.94 |QV | | | | 3+55 0.2723 0.94 |QV | | | | 4+ 0 0.2788 0.94 |Q V | | | | 4+ 5 0.2853 0.95 |Q V | | | | 4+10 0.2919 0.95 |Q V | | | | 4+15 0.2985 0.96 |Q V | | | | 4+20 0.3051 0.96 |Q V | | | | 4+25 0.3117 0.96 |Q V | | | | 4+30 0.3184 0.97 |Q V | | | | 4+35 0.3251 0.97 |Q V | | | | 4+40 0.3318 0.97 |Q V | | | | 4+45 0.3385 0.98 |Q V | | | | 4+50 0.3453 0.98 |Q V | | | | 4+55 0.3521 0.99 |Q V | | | | 5+ 0 0.3589 0.99 |Q V | | | | 5+ 5 0.3658 0.99 |Q V | | | | 5+10 0.3726 1.00 |Q V | | | | 12 5+15 0.3795 1.00 |Q V | | | | 5+20 0.3865 1.01 |Q V | | | | 5+25 0.3935 1.01 |Q V | | | | 5+30 0.4005 1.02 |Q V | | | | 5+35 0.4075 1.02 |Q V | | | | 5+40 0.4145 1.02 |Q V | | | | 5+45 0.4216 1.03 |Q V | | | | 5+50 0.4287 1.03 |Q V | | | | 5+55 0.4359 1.04 |Q V | | | | 6+ 0 0.4431 1.04 |Q V | | | | 6+ 5 0.4503 1.05 |Q V | | | | 6+10 0.4575 1.05 |Q V | | | | 6+15 0.4648 1.06 |Q V | | | | 6+20 0.4721 1.06 |Q V | | | | 6+25 0.4795 1.07 |Q V | | | | 6+30 0.4869 1.07 |Q V | | | | 6+35 0.4943 1.08 |Q V | | | | 6+40 0.5018 1.08 |Q V | | | | 6+45 0.5092 1.09 |Q V | | | | 6+50 0.5168 1.09 |Q V | | | | 6+55 0.5243 1.10 |Q V | | | | 7+ 0 0.5319 1.10 |Q V | | | | 7+ 5 0.5396 1.11 |Q V | | | | 7+10 0.5473 1.12 |Q V | | | | 7+15 0.5550 1.12 |Q V | | | | 7+20 0.5628 1.13 |Q V | | | | 7+25 0.5706 1.13 |Q V | | | | 7+30 0.5784 1.14 |Q V | | | | 7+35 0.5863 1.14 |Q V | | | | 7+40 0.5942 1.15 |Q V | | | | 7+45 0.6022 1.16 |Q V | | | | 7+50 0.6102 1.16 |Q V | | | | 7+55 0.6182 1.17 |Q V | | | | 8+ 0 0.6264 1.18 |Q V | | | | 8+ 5 0.6345 1.18 |Q V | | | | 8+10 0.6427 1.19 |Q V | | | | 8+15 0.6509 1.20 |Q V | | | | 8+20 0.6592 1.20 |Q V | | | | 8+25 0.6676 1.21 |Q V | | | | 8+30 0.6760 1.22 |Q V | | | | 8+35 0.6844 1.23 |Q V | | | | 8+40 0.6929 1.23 |Q V | | | | 8+45 0.7014 1.24 |Q V | | | | 8+50 0.7100 1.25 |Q V | | | | 8+55 0.7187 1.26 |Q V | | | | 9+ 0 0.7274 1.26 |Q V | | | | 9+ 5 0.7361 1.27 |Q V | | | | 9+10 0.7450 1.28 |Q V | | | | 9+15 0.7538 1.29 |Q V | | | | 9+20 0.7628 1.30 |Q V | | | | 9+25 0.7718 1.31 |Q V | | | | 9+30 0.7808 1.32 |Q V | | | | 9+35 0.7899 1.32 |Q V | | | | 9+40 0.7991 1.33 |Q V | | | | 9+45 0.8084 1.34 |Q V | | | | 9+50 0.8177 1.35 |Q V | | | | 9+55 0.8271 1.36 |Q V| | | | 10+ 0 0.8365 1.37 |Q V| | | | 10+ 5 0.8460 1.38 |Q V| | | | 10+10 0.8556 1.39 |Q V| | | | 10+15 0.8653 1.40 |Q V| | | | 10+20 0.8751 1.42 |Q V| | | | 10+25 0.8849 1.43 |Q V| | | | 10+30 0.8948 1.44 |Q V| | | | 10+35 0.9048 1.45 |Q V| | | | 10+40 0.9148 1.46 |Q V | | | 10+45 0.9250 1.47 |Q V | | | 10+50 0.9352 1.49 |Q V | | | 10+55 0.9455 1.50 |Q V | | | 11+ 0 0.9560 1.51 | Q V | | | 11+ 5 0.9665 1.53 | Q V | | | 13 11+10 0.9771 1.54 | Q V | | | 11+15 0.9878 1.55 | Q V | | | 11+20 0.9986 1.57 | Q V | | | 11+25 1.0095 1.58 | Q |V | | | 11+30 1.0205 1.60 | Q |V | | | 11+35 1.0316 1.61 | Q |V | | | 11+40 1.0428 1.63 | Q |V | | | 11+45 1.0542 1.65 | Q |V | | | 11+50 1.0656 1.66 | Q |V | | | 11+55 1.0772 1.68 | Q |V | | | 12+ 0 1.0890 1.70 | Q |V | | | 12+ 5 1.1010 1.74 | Q | V | | | 12+10 1.1139 1.88 | Q | V | | | 12+15 1.1279 2.04 | Q | V | | | 12+20 1.1424 2.10 | Q | V | | | 12+25 1.1571 2.13 | Q | V | | | 12+30 1.1720 2.16 | Q | V | | | 12+35 1.1870 2.18 | Q | V | | | 12+40 1.2022 2.21 | Q | V | | | 12+45 1.2176 2.23 | Q | V | | | 12+50 1.2331 2.26 | Q | V | | | 12+55 1.2489 2.28 | Q | V | | | 13+ 0 1.2648 2.31 | Q | V | | | 13+ 5 1.2809 2.34 | Q | V | | | 13+10 1.2972 2.37 | Q | V | | | 13+15 1.3138 2.40 | Q | V | | | 13+20 1.3305 2.43 | Q | V | | | 13+25 1.3475 2.47 | Q | V | | | 13+30 1.3647 2.50 | Q | V | | | 13+35 1.3822 2.54 | Q | V | | | 13+40 1.3999 2.58 | Q | V | | | 13+45 1.4180 2.62 | Q | V | | | 13+50 1.4363 2.66 | Q | V | | | 13+55 1.4549 2.70 | Q | V | | | 14+ 0 1.4738 2.75 | Q | V | | | 14+ 5 1.4931 2.80 | Q | V | | | 14+10 1.5128 2.85 | Q | V | | | 14+15 1.5328 2.91 | Q | V | | | 14+20 1.5533 2.97 | Q | V | | | 14+25 1.5742 3.03 | Q | V | | | 14+30 1.5955 3.10 | Q | V | | | 14+35 1.6174 3.17 | Q | V | | | 14+40 1.6398 3.25 | Q | V | | | 14+45 1.6628 3.34 | Q | V | | | 14+50 1.6864 3.43 | Q | V | | | 14+55 1.7108 3.53 | Q | V | | | 15+ 0 1.7359 3.65 | Q | V | | | 15+ 5 1.7618 3.77 | Q | V| | | 15+10 1.7887 3.91 | Q | V| | | 15+15 1.8167 4.06 | Q | V| | | 15+20 1.8459 4.24 | Q | V | | 15+25 1.8759 4.36 | Q | V | | 15+30 1.9046 4.17 | Q | V | | 15+35 1.9320 3.97 | Q | |V | | 15+40 1.9605 4.15 | Q | |V | | 15+45 1.9919 4.56 | Q | |V | | 15+50 2.0277 5.19 | Q | | V | | 15+55 2.0703 6.19 | Q | | V | | 16+ 0 2.1260 8.09 | Q | V | | 16+ 5 2.2154 12.98 | | Q | V | | 16+10 2.3784 23.65 | | | V |Q | 16+15 2.5397 23.42 | | | V |Q | 16+20 2.6221 11.97 | | Q | V | | 16+25 2.6668 6.49 | Q | | V| | 16+30 2.7023 5.16 | Q | | V| | 16+35 2.7332 4.49 | Q | | V| | 16+40 2.7620 4.18 | Q | | V | 16+45 2.7888 3.88 | Q | | V | 16+50 2.8138 3.63 | Q | | V | 16+55 2.8374 3.42 | Q | | |V | 17+ 0 2.8597 3.24 | Q | | |V | 14 17+ 5 2.8810 3.09 | Q | | |V | 17+10 2.9014 2.96 | Q | | |V | 17+15 2.9210 2.84 | Q | | |V | 17+20 2.9399 2.74 | Q | | | V | 17+25 2.9581 2.65 | Q | | | V | 17+30 2.9758 2.57 | Q | | | V | 17+35 2.9930 2.49 | Q | | | V | 17+40 3.0097 2.43 | Q | | | V | 17+45 3.0260 2.36 | Q | | | V | 17+50 3.0419 2.31 | Q | | | V | 17+55 3.0574 2.25 | Q | | | V | 18+ 0 3.0725 2.20 | Q | | | V | 18+ 5 3.0872 2.13 | Q | | | V | 18+10 3.1008 1.97 | Q | | | V | 18+15 3.1132 1.80 | Q | | | V | 18+20 3.1250 1.71 | Q | | | V | 18+25 3.1364 1.67 | Q | | | V | 18+30 3.1476 1.63 | Q | | | V | 18+35 3.1586 1.60 | Q | | | V | 18+40 3.1694 1.57 | Q | | | V | 18+45 3.1800 1.54 | Q | | | V | 18+50 3.1904 1.51 | Q | | | V | 18+55 3.2006 1.48 |Q | | | V | 19+ 0 3.2107 1.46 |Q | | | V | 19+ 5 3.2205 1.44 |Q | | | V | 19+10 3.2303 1.41 |Q | | | V | 19+15 3.2399 1.39 |Q | | | V | 19+20 3.2493 1.37 |Q | | | V | 19+25 3.2586 1.35 |Q | | | V | 19+30 3.2678 1.33 |Q | | | V | 19+35 3.2768 1.31 |Q | | | V | 19+40 3.2857 1.30 |Q | | | V | 19+45 3.2945 1.28 |Q | | | V | 19+50 3.3032 1.26 |Q | | | V | 19+55 3.3118 1.25 |Q | | | V | 20+ 0 3.3203 1.23 |Q | | | V | 20+ 5 3.3287 1.22 |Q | | | V | 20+10 3.3369 1.20 |Q | | | V | 20+15 3.3451 1.19 |Q | | | V | 20+20 3.3532 1.17 |Q | | | V | 20+25 3.3612 1.16 |Q | | | V | 20+30 3.3691 1.15 |Q | | | V | 20+35 3.3770 1.14 |Q | | | V | 20+40 3.3847 1.13 |Q | | | V | 20+45 3.3924 1.11 |Q | | | V | 20+50 3.4000 1.10 |Q | | | V | 20+55 3.4075 1.09 |Q | | | V | 21+ 0 3.4150 1.08 |Q | | | V | 21+ 5 3.4223 1.07 |Q | | | V | 21+10 3.4296 1.06 |Q | | | V | 21+15 3.4369 1.05 |Q | | | V | 21+20 3.4441 1.04 |Q | | | V | 21+25 3.4512 1.03 |Q | | | V | 21+30 3.4582 1.02 |Q | | | V | 21+35 3.4652 1.01 |Q | | | V | 21+40 3.4721 1.01 |Q | | | V | 21+45 3.4790 1.00 |Q | | | V | 21+50 3.4858 0.99 |Q | | | V | 21+55 3.4926 0.98 |Q | | | V | 22+ 0 3.4993 0.97 |Q | | | V | 22+ 5 3.5060 0.97 |Q | | | V | 22+10 3.5126 0.96 |Q | | | V | 22+15 3.5191 0.95 |Q | | | V | 22+20 3.5256 0.94 |Q | | | V | 22+25 3.5321 0.94 |Q | | | V | 22+30 3.5385 0.93 |Q | | | V | 22+35 3.5448 0.92 |Q | | | V | 22+40 3.5511 0.92 |Q | | | V | 22+45 3.5574 0.91 |Q | | | V | 22+50 3.5636 0.90 |Q | | | V | 22+55 3.5698 0.90 |Q | | | V| 15 23+ 0 3.5760 0.89 |Q | | | V| 23+ 5 3.5821 0.89 |Q | | | V| 23+10 3.5881 0.88 |Q | | | V| 23+15 3.5941 0.87 |Q | | | V| 23+20 3.6001 0.87 |Q | | | V| 23+25 3.6061 0.86 |Q | | | V| 23+30 3.6120 0.86 |Q | | | V| 23+35 3.6178 0.85 |Q | | | V| 23+40 3.6237 0.85 |Q | | | V| 23+45 3.6295 0.84 |Q | | | V| 23+50 3.6352 0.84 |Q | | | V| 23+55 3.6410 0.83 |Q | | | V| 24+ 0 3.6466 0.83 |Q | | | V| 24+ 5 3.6519 0.77 |Q | | | V| 24+10 3.6552 0.48 Q | | | V| 24+15 3.6562 0.15 Q | | | V| 24+20 3.6565 0.04 Q | | | V| 24+25 3.6565 0.01 Q | | | V| ----------------------------------------------------------------------- APPENDIX D: 96” CMP SUBSURFACE STORAGE SYSTEM 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Engineering & Consulting, Inc. 5 Barrell 96-Inch Subsurface Infiltration Basin Volume Calculations Elevation 96" Pipe Area Each (ft2) Pipe Area Total (ft2) 96" Pipe Total Gross Volume at Elev. (ft3) Gross Cross Sectional Area of System (ft2) Net Gravel Area (ft2) Gravel Volume (ft3) Cumulative Subsurface System Volume (ft3) Cumulative Subsurface System Volume (ac-ft) Cumulative Subsurface System Volume above 1010.0 (ft3) Subsurface System Volume above 1010.0 (ac-ft) 1263 0 0 0 0 0 0 0 0 0 0.000 1263.5 0 0 0 26 26 2028 2028 0.0466 0.0000 0.000 1264 0 0 0 52 52 4056 4056 0.0931 0.0000 0.000 1264.5 1.31 6.55 1277.25 78 71.45 5573.1 6850.35 0.1573 0.0000 0.000 1265 3.63 18.15 3539.25 104 85.85 6696.3 10235.55 0.2350 0.0000 0.000 1265.5 6.52 32.6 6357 130 97.4 7597.2 13954.2 0.3203 0.0000 0.000 1266 9.83 49.15 9584.25 156 106.85 8334.3 17918.55 0.4114 0.0000 0.000 1266.5 13.42 67.1 13084.5 182 114.9 8962.2 22046.7 0.5061 0.00 0.000 1267 17.22 86.1 16789.5 208 121.9 9508.2 26297.7 0.6037 0.00 0.000 1267.5 21.14 105.7 20611.5 234 128.3 10007.4 30618.9 0.7029 0.00 0.000 1268 25.13 125.65 24501.75 260 134.35 10479.3 34981.05 0.8031 0.00 0.000 1268.5 29.12 145.6 28392 286 140.4 10951.2 39343.2 0.9032 4362.15 0.100 1269 33.05 165.25 32223.75 312 146.75 11446.5 43670.25 1.0025 8689.20 0.199 1269.5 36.85 184.25 35928.75 338 153.75 11992.5 47921.25 1.1001 12940.20 0.297 1270 40.44 202.2 39429 364 161.8 12620.4 52049.4 1.1949 17068.35 0.392 1270.5 43.74 218.7 42646.5 390 171.3 13361.4 56007.9 1.2858 21026.85 0.483 1271 46.64 233.2 45474 416 182.8 14258.4 59732.4 1.3713 24751.35 0.568 1271.5 48.96 244.8 47736 442 197.2 15381.6 63117.6 1.4490 28136.55 0.646 1272 50.27 251.35 49013.25 468 216.65 16898.7 65911.95 1.5131 30930.90 0.710 1272.5 50.27 0 0 494 242.65 18926.7 67939.95 1.5597 32958.90 0.757 1273 50.27 0 0 520 268.65 20954.7 69967.95 1.6062 34986.90 0.803 Storage Volume Below Orifice at 1269.0 43670.25 Cu. Ft. LENGTH OF SUBSURFACE SYSTEM (FT) = 195 EXCERPTS EXCERPT A: NRCS SOIL SURVEY HYDROLOGIC SOILS MAP Hydrologic Soil Group—San Bernardino County Southwestern Part, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/6/2022 Page 1 of 4 37 7 3 9 0 0 37 7 4 0 0 0 37 7 4 1 0 0 37 7 4 2 0 0 37 7 4 3 0 0 37 7 4 4 0 0 37 7 4 5 0 0 37 7 4 6 0 0 37 7 4 7 0 0 37 7 4 8 0 0 37 7 4 9 0 0 37 7 3 8 0 0 37 7 3 9 0 0 37 7 4 0 0 0 37 7 4 1 0 0 37 7 4 2 0 0 37 7 4 3 0 0 37 7 4 4 0 0 37 7 4 5 0 0 37 7 4 6 0 0 37 7 4 7 0 0 37 7 4 8 0 0 37 7 4 9 0 0 455300 455400 455500 455600 455700 455800 455900 456000 456100 456200 456300 456400 456500 456600 456700 456800 456900 457000 457100 457200 457300 455300 455400 455500 455600 455700 455800 455900 456000 456100 456200 456300 456400 456500 456600 456700 456800 456900 457000 457100 457200 457300 34° 6' 52'' N 11 7 ° 2 9 ' 5 ' ' W 34° 6' 52'' N 11 7 ° 2 7 ' 4 3 ' ' W 34° 6' 14'' N 11 7 ° 2 9 ' 5 ' ' W 34° 6' 14'' N 11 7 ° 2 7 ' 4 3 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 250 500 1000 1500 Feet 0 50 100 200 300 Meters Map Scale: 1:5,660 if printed on B landscape (17" x 11") sheet. Soil Map may not be valid at this scale. PROJECT SITE HYDROLOGICAL SOIL TYPE A Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI TvC Tujunga gravelly loamy sand, 0 to 9 percent slopes A 233.5 100.0% Totals for Area of Interest 233.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—San Bernardino County Southwestern Part, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/6/2022 Page 3 of 4 EXCERPT B: NOAA ATLAS 14 RAINFALL EXCERPT C INFILTRATION REPORT 22885 Savi Ranch Parkway  Suite E  Yorba Linda  California  92887 voice: (714) 685-1115  fax: (714) 685-1118  www.socalgeo.com December 8, 2021 AIREF ACQUISITIONS, LLC 4675 MacArthur Court, Suite 625 Newport Beach, California 92660 Attention: Mr. Peter F. Schafer AVP, Development Project No.: 21G260-2 Subject: Results of Infiltration Testing Proposed Warehouse Beech Avenue, North of Foothill Boulevard Fontana, California Reference: Geotechnical Investigation, Proposed Warehouse, Beech Avenue, North of Foothill Boulevard, Fontana, California, prepared for AIREF ACQUISITIONS, LLC, by Southern California Geotechnical, Inc. (SCG), SCG Project No. 21G260-1, dated December 7, 2021. Dear Mr. Schafer: In accordance with your request, we have conducted additional infiltration testing at the subject site. We are pleased to present this report summarizing the results of the infiltration testing and our design recommendations. Scope of Services The scope of services performed for this project was in general accordance with our Proposal No. 21P453R, dated October 19, 2021. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering analysis to determine the infiltration rates of the on-site soils. The infiltration testing was performed in general accordance with ASTM Test Method D-3385-03, Standard Test Method for Infiltration Rate of Soils in Field Using Double Ring Infiltrometer. Site and Project Description The site is located on the west side of Beech Avenue, 330± feet north of Foothill Boulevard in Fontana, California. The site is bounded to the north by a vacant lot, to the west by an existing commercial/industrial building and a vacant lot, to the south by a single-family residence and a vacant lot, and to the east by the Beech Avenue easement. The general location of the site is illustrated on the Site Location Map, included as Plate 1 of this report. The site consists of an irregular-shaped parcel, 8.38± acres in size. The site is presently vacant and undeveloped. Ground surface consists of exposed soil and cobbles with sparse grass and weed growth. One large tree is located in the central area of the site. Proposed Warehouse – Fontana, CA Project No. 21G260-2 Page 2 Detailed topographic information was not available at the time of this report. Based on elevations obtained from Google Earth and visual observations made at the time of the subsurface investigation, the overall site generally slopes downward to the south at a gradient of 1.5± percent. Proposed Development Based on a conceptual site plan provided to our office by the client, the site will be developed with one (1) new industrial building, 185,380± ft2 in size, located in the west-central area of the site. Dock-high doors will be constructed along a portion of the east building wall. The building will be surrounded by asphaltic concrete pavements in the parking and drive lanes, Portland cement concrete pavements in the loading dock areas, and limited areas of concrete flatwork and landscape planters throughout. Beech Avenue will be paved with asphaltic concrete for this new development. The proposed development will include on-site stormwater infiltration systems. We understand that the infiltration system will consist of a below-grade chamber system, located in the southern and northern regions of the site. The bottom of the below-grade chamber system is expected to be 10 to 12± feet below existing site grades. Concurrent Study Southern California Geotechnical, Inc. (SCG) concurrently conducted a geotechnical investigation at the subject site, referenced above. As a part of this study, seven (7) borings (identified as Boring Nos. B-1 through B-7) were advanced to depths of 5 to 25± feet below existing site grades. Native alluvium was encountered at the ground surface of all boring locations, extending to at least the maximum depth explored of 25± feet below ground surface. The near-surface alluvial soils, within the upper 2½ to 4½± feet, generally consist of medium dense to dense silty fine sands and silty fine to coarse sands with varying cobble content. At depths greater than 4½± feet, the alluvial soils generally consist of medium dense to very dense fine to coarse sands with little fine to coarse gravel and occasional to abundant cobbles. Boring No. B-3 encountered gravelly fine to coarse sands from the ground surface, extending to 15± feet below ground surface. Groundwater Free water was not encountered during the drilling of any of the borings. Based on the lack of any water within the borings, and the moisture contents of the recovered soil samples, the static groundwater table is considered to have existed at a depth in excess of 25± feet at the time of the subsurface exploration. Recent water level data was obtained from the California Department of Water Resources website, http://www.water.ca.gov/waterdatalibrary/. One monitoring well on record is located 5,121± feet north of the site. Water level readings within this monitoring well indicates a high groundwater level of 492± feet below ground surface in April 2016. Proposed Warehouse – Fontana, CA Project No. 21G260-2 Page 3 Subsurface Exploration Scope of Exploration The subsurface exploration for the infiltration testing consisted of four (4) backhoe-excavated trenches, extending to depths of 10 to 12± feet below existing site grades. The trenches were logged during excavation by a member of our staff. The approximate locations of the infiltration trenches (identified as I-1 through I-4) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report. Geotechnical Conditions Native alluvial soils were encountered at all of the trench locations, extending to the maximum explored depth of 12± feet below existing site grades. The alluvial soils within the upper 1-foot consists of medium dense silty sands. The alluvium encountered at greater depths consists of dense to very dense gravelly fine to coarse sands, with varying amounts of silt and occasional to extensive cobbles. Infiltration Testing We understand that the results of the testing will be used to prepare a preliminary design for the storm water infiltration system that will be used at the subject site. As previously mentioned, the infiltration testing was performed in general accordance with ASTM Test Method D-3385-03, Standard Test Method for Infiltration Rate of Soils in Field Using Double Ring Infiltrometer. Two stainless steel infiltration rings were used for the infiltration testing. The outer infiltration ring is 2 feet in diameter and 20 inches in height. The inner infiltration ring is 1 foot in diameter and 20 inches in height. At the test locations, the outer ring was driven 3± inches into the soil at the base of each trench. The inner ring was centered inside the outer ring and subsequently driven 3± inches into the soil at the base of the trench. The rings were driven into the soil using a ten-pound sledge hammer. The soil surrounding the wall of the infiltration rings was only slightly disturbed during the driving process. Infiltration Testing Procedure Infiltration testing was performed at both of the trench locations. The infiltration testing consisted of filling the inner ring and the annular space (the space between the inner and outer rings) with water, approximately 3 to 4 inches above the soil. To prevent the flow of water from one ring to the other, the water level in both the inner ring and the annular space between the rings was maintained using constant-head float valves. The volume of water that was added to maintain a constant head in the inner ring and the annular space during each time interval was determined and recorded. A cap was placed over the rings to minimize the evaporation of water during the tests. The schedule for readings was determined based on the observed soil type at the base of each backhoe-excavated trench. Based on the existing soils at the trench locations, the volumetric measurements were made at 6-minute increments. The water volume measurements are Proposed Warehouse – Fontana, CA Project No. 21G260-2 Page 4 presented on the spreadsheets enclosed with this report. The infiltration rates for each of the timed intervals are also tabulated on these spreadsheets. The infiltration rates for the infiltration tests are calculated in centimeters per hour and then converted to inches per hour. The rates are summarized below: Infiltration Test No. Depth (feet) Soil Description Infiltration Rate (inches/hour) I-1 12 Gray Brown Gravelly fine to coarse Sand, trace Silt 20.2 I-2 10 Light Brown Gravelly fine to coarse Sand 12.1 I-3 10 Gray Brown Gravelly fine to coarse Sand 22.4 I-4 10 Light Brown Gravelly fine to coarse Sand, trace Silt 21.3 Laboratory Testing Moisture Content The moisture contents for the recovered soil samples within the borings were determined in accordance with ASTM D-2216 and are expressed as a percentage of the dry weight. These test results are presented on the Trench Logs. Grain Size Analysis The grain size distribution of selected soils collected from the base of each infiltration test boring have been determined using a range of wire mesh screens. These tests were performed in general accordance with ASTM D-422 and/or ASTM D-1140. The weight of the portion of the sample retained on each screen is recorded and the percentage finer or coarser of the total weight is calculated. The results of these tests are presented on Plates C-1 through C-4 of this report. Design Recommendations Four (4) infiltration tests were performed at the subject site. As noted above, the calculated infiltration rates at the infiltration test locations range from 12.1 to 22.4 inches per hour. Based on the results of infiltration testing, we recommend the following infiltration rate be used for the design of the proposed infiltration system: Infiltration Test No. Location Infiltration Rate (Inches per Hour) I-1 & I-2 Eastern System 12.1 I-3 & I-4 Southern Ssytem 21.3 Proposed Warehouse – Fontana, CA Project No. 21G260-2 Page 5 We recommend that a representative from the geotechnical engineer be on-site during the construction of the proposed infiltration system to identify the soil classification at the base of the infiltration basin. It should be confirmed that the soils at the base of the proposed infiltration system corresponds with those presented in this report to ensure that the performance of the system will be consistent with the rates reported herein. The design of the storm water infiltration system should be performed by the project civil engineer, in accordance with the City of Fontana and/or County of San Bernardino guidelines. It is recommended that the system be constructed so as to facilitate removal of silt and clay, or other deleterious materials from any water that may enter the systems. The presence of such materials would decrease the effective infiltration rates. It is recommended that the project civil engineer apply an appropriate factor of safety. The infiltration rates recommended above is based on the assumption that only clean water will be introduced to the subsurface profile. Any fines, debris, or organic materials could significantly impact the infiltration rate. It should be noted that the recommended infiltration rates are based on infiltration testing at four (4) discrete locations and that the overall infiltration rates of the proposed infiltration systems could vary considerably. Infiltration Rate Considerations The infiltration rates presented herein was determined in accordance with the San Bernardino County guidelines and are considered valid only for the time and place of the actual test. Varying subsurface conditions will exist in other areas of the site, which could alter the recommended infiltration rates presented above. The infiltration rates will decline over time between maintenance cycles as silt or clay particles accumulate on the BMP surface. The infiltration rate is highly dependent upon a number of factors, including density, silt and clay content, grainsize distribution throughout the range of particle sizes, and particle shape. Small changes in these factors can cause large changes in the infiltration rates. Infiltration rates are based on unsaturated flow. As water is introduced into soils by infiltration, the soils become saturated and the wetting front advances from the unsaturated zone to the saturated zone. Once the soils become saturated, infiltration rates become zero, and water can only move through soils by hydraulic conductivity at a rate determined by pressure head and soil permeability. Changes in soil moisture content will affect the infiltration rate. Infiltration rates should be expected to decrease until the soils become saturated. Soil permeability values will then govern groundwater movement. Permeability values may be on the order of 10 to 20 times less than infiltration rates. The system designer should incorporate adequate factors of safety and allow for overflow design into appropriate traditional storm drain systems, which would transport storm water off-site. Construction Considerations The infiltration rates presented in this report are specific to the tested locations and tested depths. Infiltration rates can be significantly reduced if the soils are exposed to excessive disturbance or compaction during construction. Compaction of the soils at the bottom of the infiltration system can significantly reduce the infiltration ability of the basins. Therefore, the subgrade soils within proposed infiltration system areas should not be over-excavated, undercut Proposed Warehouse – Fontana, CA Project No. 21G260-2 Page 6 or compacted in any significant manner. It is recommended that a note to this effect be added to the project plans and/or specifications. We recommend that a representative from the geotechnical engineer be on-site during the construction of the proposed infiltration systems to identify the soil classification at the base of each system. It should be confirmed that the soils at the base of the proposed infiltration systems correspond with those presented in this report to ensure that the performance of the systems will be consistent with the rates reported herein. We recommend that scrapers and other rubber-tired heavy equipment not be operated on the basin bottom, or at levels lower than 2 feet above the bottom of the system, particularly within basins. As such, the bottom 24 inches of the infiltration systems should be excavated with non- rubber-tired equipment, such as excavators. Infiltration Chamber Maintenance The proposed project may include infiltration chambers. Water flowing into these chambers will carry some level of sediment. This layer has the potential to significantly reduce the infiltration rate of the chamber subgrade soils. Therefore, a formal chamber maintenance program should be established to ensure that these silt and clay deposits are removed from the chamber on a regular basis. Location of Infiltration Systems The use of on-site storm water infiltration systems carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Overlying structures and pavements in the infiltration area could potentially be damaged due to saturation of the subgrade soils. The proposed infiltration systems for this site should be located at least 25 feet away from any structures, including retaining walls. Even with this provision of locating the infiltration system at least 25 feet from the building(s), it is possible that infiltrating water into the subsurface soils could have an adverse effect on the proposed or existing structures. It should also be noted that utility trenches which happen to collect storm water can also serve as conduits to transmit storm water toward the structure, depending on the slope of the utility trench. Therefore, consideration should also be given to the proposed locations of underground utilities which may pass near the proposed infiltration system. The infiltration system designer should also give special consideration to the effect that the proposed infiltration systems may have on nearby subterranean structures, open excavations, or descending slopes. In particular, infiltration systems should not be located near the crest of descending slopes, particularly where the slopes are comprised of granular soils. Such systems will require specialized design and analysis to evaluate the potential for slope instability, piping failures and other phenomena that typically apply to earthen dam design. This type of analysis is beyond the scope of this infiltration test report, but these factors should be considered by the infiltration system designer when locating the infiltration systems. Proposed Warehouse – Fontana, CA Project No. 21G260-2 Page 7 General Comments This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project. However, this report is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, structural engineer, and/or civil engineer. The design of the infiltration system is the responsibility of the civil engineer. The role of the geotechnical engineer is limited to determination of infiltration rate only. By using the design infiltration rates contained herein, the civil engineer agrees to indemnify, defend, and hold harmless the geotechnical engineer for all aspects of the design and performance of the infiltration system. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and testing depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein. This report has been based on assumed or provided characteristics of the proposed development. It is recommended that the owner, client, architect, structural engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect the conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted. The analysis, conclusions, and recommendations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed. Closure We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office. Proposed Warehouse – Fontana, CA Project No. 21G260-2 Page 8 Respectfully Submitted, SOUTHERN CALIFORNIA GEOTECHNICAL, INC. Ricardo Frias, RCE 91772 Project Engineer Robert G. Trazo, GE 2655 Principal Engineer Distribution: (1) Addressee Enclosures: Plate 1 - Site Location Map Plate 2 - Infiltration Test Location Plan Trench Log Legend and Logs (6 pages) Infiltration Test Results Spreadsheets (4 pages) Grain Size Distribution Graphs (4 pages) S I T E PROPOSED WAREHOUSE SCALE: 1" = 2000' DRAWN: MD CHKD: RGT SCG PROJECT 21G260-2 PLATE 1 SITE LOCATION MAP FONTANA, CALIFORNIA SOURCE: USGS TOPOGRAPHIC MAP OF THE FONTANA QUADRANGLE, SAN BERNARDINO COUNTY, CALIFORNIA, 2018. B-1 B-2 B-3 B-4 B-5 B-6 B-7 FU T U R E B E E C H A V E N U E I-1 I-2 I-3I-4 PROPERTY LINE SCALE: 1" = 80' DRAWN: MD CHKD: RGT PLATE 2 SCG PROJECT 21G260-2 FONTANA, CALIFORNIA PROPOSED WAREHOUSE INFILTRATION TEST LOCATION PLAN NO R T H So C a l G e o APPROXIMATE INFILTRATION APPROXIMATE BORING LOCATION GEOTECHNICAL LEGEND NOTE: SITE PLAN PREPARED BY HPA ARCHITECTURE. AERIAL PHOTO OBTAINED FROM GOOGLE EARTH. TEST LOCATION FROM CONCURRENT STUDY (SCG PROJECT NO. 21G260-1) APPROXIMATE UNDERGROUND CHAMBER SYSTEM LOCATION TRENCH LOG LEGEND SAMPLE TYPE GRAPHICAL SYMBOL SAMPLE DESCRIPTION AUGER SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD MEASUREMENT OF SOIL STRENGTH. (DISTURBED) CORE ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A DIAMOND-TIPPED CORE BARREL. TYPICALLY USED ONLY IN HIGHLY CONSOLIDATED BEDROCK. GRAB  SOIL SAMPLE TAKEN WITH NO SPECIALIZED EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE GROUND SURFACE. (DISTURBED) CS CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS. DRIVEN WITH SPT HAMMER. (RELATIVELY UNDISTURBED) NSR NO RECOVERY: THE SAMPLING ATTEMPT DID NOT RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR ROCK MATERIAL. SPT STANDARD PENETRATION TEST: SAMPLER IS A 1.4 INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18 INCHES WITH THE SPT HAMMER. (DISTURBED) SH SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED. (UNDISTURBED) VANE VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT CLAYS-NO SAMPLE RECOVERED. COLUMN DESCRIPTIONS DEPTH: Distance in feet below the ground surface. SAMPLE: Sample Type as depicted above. BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more. POCKET PEN.: Approximate shear strength of a cohesive soil sample as measured by pocket penetrometer. GRAPHIC LOG: Graphic Soil Symbol as depicted on the following page. DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft3. MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight. LIQUID LIMIT: The moisture content above which a soil behaves as a liquid. PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic. PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve. UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state. SM SP COARSE GRAINEDSOILS SW TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NOFINES SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES LETTERGRAPH POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLEOR NO FINES GC GM GP GW POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE OR NOFINES SILTSAND CLAYS MORE THAN 50% OF MATERIAL ISLARGER THANNO. 200 SIEVE SIZE MORE THAN 50%OF MATERIAL IS SMALLER THANNO. 200 SIEVESIZE MORE THAN 50%OF COARSEFRACTION PASSING ON NO.4 SIEVE MORE THAN 50%OF COARSE FRACTIONRETAINED ON NO.4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES FINEGRAINED SOILS SYMBOLSMAJOR DIVISIONS SOIL CLASSIFICATION CHART PT OH CH MH OL CL ML CLEAN SANDS SC SILTY SANDS, SAND - SILTMIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND ORSILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS SILTS AND CLAYS GRAVELS WITH FINES SAND AND SANDY SOILS (LITTLE OR NO FINES) SANDS WITH FINES LIQUID LIMITLESS THAN 50 LIQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL AND GRAVELLYSOILS (APPRECIABLE AMOUNT OF FINES) (APPRECIABLE AMOUNT OF FINES) (LITTLE OR NO FINES) WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES CLEAN GRAVELS 2 ALLUVIUM: Light Brown Silty fine to coarse Sand, little fineGravel, trace fine root fibers, medium dense-dry Gray Brown Gravelly fine to coarse Sand, trace Silt, occasional toextensive Cobbles, dense to very dense-dry to damp Trench Terminated at 12' 4 SURFACE ELEVATION: --- MSL LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E FIELD RESULTS WATER DEPTH: Dry CAVE DEPTH: 12 feet READING TAKEN: At Completion DR Y D E N S I T Y (P C F ) OR G A N I C CO N T E N T ( % ) LABORATORY RESULTS PA S S I N G #2 0 0 S I E V E ( % ) BL O W C O U N T DESCRIPTION DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) TRENCH NO. I-1 TEST TRENCH LOG CO M M E N T S EXCAVATION DATE: 11/9/21 EXCAVATION METHOD: Backhoe LOGGED BY: Caleb Brackett JOB NO.: 21G260-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California PLATE B-1 5 10 GR A P H I C L O G PO C K E T P E N . (T S F ) TB L 2 1 G 2 6 0 - 2 . G P J S O C A L G E O . G D T 1 2 / 8 / 2 1 1 ALLUVIUM: Light Brown Silty fine to coarse Sand, trace fine tocoarse Gravel, medium dense-dry Light Brown Gravelly fine to coarse Sand, extensive Cobbles,dense to very dense-dry Trench Terminated at 10' 1 SURFACE ELEVATION: --- MSL LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E FIELD RESULTS WATER DEPTH: Dry CAVE DEPTH: 10 feet READING TAKEN: At Completion DR Y D E N S I T Y (P C F ) OR G A N I C CO N T E N T ( % ) LABORATORY RESULTS PA S S I N G #2 0 0 S I E V E ( % ) BL O W C O U N T DESCRIPTION DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) TRENCH NO. I-2 TEST TRENCH LOG CO M M E N T S EXCAVATION DATE: 11/9/21 EXCAVATION METHOD: Backhoe LOGGED BY: Caleb Brackett JOB NO.: 21G260-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California PLATE B-2 5 10 GR A P H I C L O G PO C K E T P E N . (T S F ) TB L 2 1 G 2 6 0 - 2 . G P J S O C A L G E O . G D T 1 2 / 8 / 2 1 1 ALLUVIUM: Light Brown Silty fine to medium Sand, little coarseSand, trace fine Gravel, trace fine root fibers, medium dense-dry Light Brown Gravelly fine to medium Sand, trace Silt, occasionalCobbles, dense-dry Gray Brown Gravelly fine to coarse Sand, occasional to extensiveCobbles, dense to very dense-dry Trench Terminated at 10' 1 SURFACE ELEVATION: --- MSL LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E FIELD RESULTS WATER DEPTH: Dry CAVE DEPTH: 10 feet READING TAKEN: At Completion DR Y D E N S I T Y (P C F ) OR G A N I C CO N T E N T ( % ) LABORATORY RESULTS PA S S I N G #2 0 0 S I E V E ( % ) BL O W C O U N T DESCRIPTION DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) TRENCH NO. I-3 TEST TRENCH LOG CO M M E N T S EXCAVATION DATE: 11/9/21 EXCAVATION METHOD: Backhoe LOGGED BY: Caleb Brackett JOB NO.: 21G260-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California PLATE B-3 5 10 GR A P H I C L O G PO C K E T P E N . (T S F ) TB L 2 1 G 2 6 0 - 2 . G P J S O C A L G E O . G D T 1 2 / 8 / 2 1 3 ALLUVIUM: Light Brown Silty fine to coarse Sand, trace fineGravel, trace fine root fibers, medium dense-dry Light Brown Gravelly fine to coarse Sand, trace Silt, extensiveCobbles, dense to very dense-dry to damp Trench Terminated at 10' 3 SURFACE ELEVATION: --- MSL LI Q U I D LI M I T PL A S T I C LI M I T SA M P L E FIELD RESULTS WATER DEPTH: Dry CAVE DEPTH: 10 feet READING TAKEN: At Completion DR Y D E N S I T Y (P C F ) OR G A N I C CO N T E N T ( % ) LABORATORY RESULTS PA S S I N G #2 0 0 S I E V E ( % ) BL O W C O U N T DESCRIPTION DE P T H ( F E E T ) MO I S T U R E CO N T E N T ( % ) TRENCH NO. I-4 TEST TRENCH LOG CO M M E N T S EXCAVATION DATE: 11/9/21 EXCAVATION METHOD: Backhoe LOGGED BY: Caleb Brackett JOB NO.: 21G260-2 PROJECT: Proposed Warehouse LOCATION: Fontana, California PLATE B-4 5 10 GR A P H I C L O G PO C K E T P E N . (T S F ) TB L 2 1 G 2 6 0 - 2 . G P J S O C A L G E O . G D T 1 2 / 8 / 2 1 INFILTRATION CALCULATIONS Project Name Proposed Warehouse Project Location Project Number Engineer Infiltration Test No I-1 Constants Diameter (ft) Area (ft2) Area (cm2) Inner 1 0.79 730 *Note: The infiltration rate was calculated Anlr. Space 2 2.36 2189 based on current time interval Interval Elapsed Inner Ring Ring Flow Annular Ring Space Flow Inner Ring* Annular Space* Inner Ring* Annular Space* (min) (ml)(cm3)(ml)(cm3)(cm/hr) (cm/hr) (in/hr) (in/hr) Initial 7:10 AM 6 0 0 Final 7:16 AM 6 7000 24000 Initial 7:16 AM 6 0 0 Final 7:22 AM 12 6000 26000 Initial 7:22 AM 6 0 0 Final 7:28 AM 18 5500 24000 Initial 7:28 AM 6 0 0 Final 7:34 AM 24 4750 23000 Initial 7:34 AM 6 0 0 Final 7:40 AM 30 4250 22000 Initial 7:40 AM 6 0 0 Final 7:46 AM 36 4000 22000 Initial 7:46 AM 6 0 0 Final 7:52 AM 42 3750 22000 Initial 7:52 AM 6 0 0 Final 7:58 AM 48 3750 22000 Initial 7:58 AM 6 0 0 Final 8:04 AM 54 3750 22000 Initial 8:04 AM 6 0 0 Final 8:10 AM 60 3750 22000 39.57 39.57 20.23 39.57 20.23 51.40 100.51 39.57 51.40 100.51 3750 22000 3750 22000 51.40 100.51 4000 22000 54.82 100.51 3750 22000 51.40 100.51 8 9 39.57 10 20.23 20.23 3750 22000 6 7 43.17 2 6000 26000 21.58 118.78 32.38 46.76 1 7000 Flow Readings Infiltration Rates Test Interval Time (hr) 41.37 3 5500 24000 75.38 109.64 37.7724000 95.94 109.64 39.575425022000 58.25 43.17 4 4750 23000 65.10 21G260-2 Fontana, CA Caleb Brackett 100.51 22.93 105.08 25.63 29.68 82.23 21G260-2 Infiltration Test No. I-1 INFILTRATION CALCULATIONS Project Name Proposed Warehouse Project Location Project Number Engineer Infiltration Test No I-2 Constants Diameter (ft) Area (ft2) Area (cm2) Inner 1 0.79 730 *Note: The infiltration rate was calculated Anlr. Space 2 2.36 2189 based on current time interval Interval Elapsed Inner Ring Ring Flow Annular Ring Space Flow Inner Ring* Annular Space* Inner Ring* Annular Space* (min) (ml)(cm3)(ml)(cm3)(cm/hr) (cm/hr) (in/hr) (in/hr) Initial 8:30 AM 6 0 0 Final 8:36 AM 6 3500 11500 Initial 8:36 AM 6 0 0 Final 8:42 AM 12 3000 10000 Initial 8:42 AM 6 0 0 Final 8:48 AM 18 3000 9700 Initial 8:48 AM 6 0 0 Final 8:54 AM 24 2800 9400 Initial 8:54 AM 6 0 0 Final 9:00 AM 30 2600 9300 Initial 9:00 AM 6 0 0 Final 9:06 AM 36 2400 9400 Initial 9:06 AM 6 0 0 Final 9:12 AM 42 2250 9500 Initial 9:12 AM 6 0 0 Final 9:18 AM 48 2250 9400 Initial 9:18 AM 6 0 0 Final 9:24 AM 54 2250 9500 Initial 9:24 AM 6 0 0 Final 9:30 AM 60 2250 9500 17.09 10 2250 9500 30.84 43.40 12.14 17.09 9 2250 9500 30.84 43.40 12.14 17.09 8 2250 9400 30.84 42.94 12.14 16.91 7 2250 9500 30.84 43.40 12.14 16.73 6 2400 9400 32.89 42.94 12.95 16.91 5 2600 9300 35.63 42.49 14.03 17.45 4 2800 9400 38.38 42.94 15.11 16.91 3 3000 9700 41.12 44.31 16.19 20.68 2 3000 10000 41.12 45.68 16.19 17.99 1 3500 11500 47.97 52.54 18.89 Fontana, CA 21G260-2 Caleb Brackett Flow Readings Infiltration Rates Test Interval Time (hr) 21G260-2 Infiltration Test No. I-2 INFILTRATION CALCULATIONS Project Name Proposed Warehouse Project Location Project Number Engineer Infiltration Test No I-3 Constants Diameter (ft) Area (ft2) Area (cm2) Inner 1 0.79 730 *Note: The infiltration rate was calculated Anlr. Space 2 2.36 2189 based on current time interval Interval Elapsed Inner Ring Ring Flow Annular Ring Space Flow Inner Ring* Annular Space* Inner Ring* Annular Space* (min) (ml)(cm3)(ml)(cm3)(cm/hr) (cm/hr) (in/hr) (in/hr) Initial 9:45 AM 6 0 0 Final 9:51 AM 6 5000 20000 Initial 9:51 AM 6 0 0 Final 9:57 AM 12 5000 20000 Initial 9:57 AM 6 0 0 Final 10:03 AM 18 4850 20000 Initial 10:03 AM 6 0 0 Final 10:09 AM 24 4700 18500 Initial 10:09 AM 6 0 0 Final 10:15 AM 30 4600 18500 Initial 10:15 AM 6 0 0 Final 10:21 AM 36 4400 18500 Initial 10:21 AM 6 0 0 Final 10:27 AM 42 4150 17000 Initial 10:27 AM 6 0 0 Final 10:33 AM 48 4150 17000 Initial 10:33 AM 6 0 0 Final 10:39 AM 54 4150 17000 Initial 10:39 AM 6 0 0 Final 10:45 AM 60 4150 17000 30.58 10 4150 17000 56.88 77.66 22.39 30.58 9 4150 17000 56.88 77.66 22.39 30.58 8 4150 17000 56.88 77.66 22.39 30.58 7 4150 17000 56.88 77.66 22.39 33.27 6 4400 18500 60.30 84.52 23.74 33.27 5 4600 18500 63.05 84.52 24.82 35.97 4 4700 18500 64.42 84.52 25.36 33.27 3 4850 20000 66.47 91.37 26.17 35.97 2 5000 20000 68.53 91.37 26.98 35.97 1 5000 20000 68.53 91.37 26.98 Fontana, CA 21G260-2 Caleb Brackett Flow Readings Infiltration Rates Test Interval Time (hr) 21G260-2 Infiltration Test No. I-3 INFILTRATION CALCULATIONS Project Name Proposed Warehouse Project Location Project Number Engineer Infiltration Test No I-4 Constants Diameter (ft) Area (ft2) Area (cm2) Inner 1 0.79 730 *Note: The infiltration rate was calculated Anlr. Space 2 2.36 2189 based on current time interval Interval Elapsed Inner Ring Ring Flow Annular Ring Space Flow Inner Ring* Annular Space* Inner Ring* Annular Space* (min) (ml)(cm3)(ml)(cm3)(cm/hr) (cm/hr) (in/hr) (in/hr) Initial 11:30 AM 6 0 0 Final 11:36 AM 6 4850 20000 Initial 11:36 AM 6 0 0 Final 11:42 AM 12 4850 20000 Initial 11:42 AM 6 0 0 Final 11:48 AM 18 4600 20000 Initial 11:48 AM 6 0 0 Final 11:54 AM 24 4500 20000 Initial 11:54 AM 6 0 0 Final 12:00 PM 30 4250 19200 Initial 12:00 PM 6 0 0 Final 12:06 PM 36 4200 18000 Initial 12:06 PM 6 0 0 Final 12:12 PM 42 3950 16000 Initial 12:12 PM 6 0 0 Final 12:18 PM 48 3950 16000 Initial 12:18 PM 6 0 0 Final 12:24 PM 54 3950 15000 Initial 12:24 PM 6 0 0 Final 12:30 PM 60 3950 15000 26.98 10 3950 15000 54.14 68.53 21.31 26.98 9 3950 15000 54.14 68.53 21.31 28.78 8 3950 16000 54.14 73.10 21.31 28.78 7 3950 16000 54.14 73.10 21.31 34.53 6 4200 18000 57.56 82.23 22.66 32.38 5 4250 19200 58.25 87.72 22.93 35.97 4 4500 20000 61.67 91.37 24.28 35.97 3 4600 20000 63.05 91.37 24.82 35.97 2 4850 20000 66.47 91.37 26.17 35.97 1 4850 20000 66.47 91.37 26.17 Fontana, CA 21G260-2 Caleb Brackett Flow Readings Infiltration Rates Test Interval Time (hr) 21G260-2 Infiltration Test No. I-4 Sample Description I-1 @ 12' Soil Classification Gray Brown Gravelly fine to coarse Sand, trace Silt Proposed Warehouse Fontana, California Project No. 21G260-2 PLATE C- 1 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-2 @ 10' Soil Classification Light Brown Gravelly fine to coarse Sand Proposed Warehouse Fontana, California Project No. 21G260-2 PLATE C- 2 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-3 @ 10' Soil Classification Gray Brown Gravelly fine to coarse Sand Proposed Warehouse Fontana, California Project No. 21G260-2 PLATE C- 3 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 Sample Description I-4 @ 10' Soil Classification Light Brown Gravelly fine to coarse Sand, trace Silt Proposed Warehouse Fontana, California Project No. 21G260-2 PLATE C- 4 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Percent Passing by Weight Grain Size in Millimeters Grain Size Distribution Sieve Analysis Hydrometer Analysis US Standard Sieve Sizes Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200 EXCERPT D PRELIMINARY FOOTHILL REGIONAL STORM DRAIN m 1 4 t. Re. 0igiona-f. -St Fl 'li 'A" Base nea -qq- 6. 06 1 ve ClT--Y!OF--FONT,,,,,A6NA D.. y Tanuary-24,2065 zi L'' .* ar- s r- Aference (661-1677) PkEPARED,P' A Madole & AssoclAtes, Inc. J.10601Y,-C- hurclli,Stmoti- Suite107 Rancho Cuoamwlta!'! CA 91730 909) 948 1311. l. Ifax 448-94,64 Aarori'T. Sie"er's Ddte R.C.E. 62183 - Exp. 98.0/05 CONTENTS SECTION TITLE A DISCUSSION Vicinity Map o Q Q25INT HYDROLOGY Q25 HYDROLOGY Q100 HYDROLOGY H STORM DRAIN HYDRA ULICS Proposed Line A from Hemlock to Sultana Modell Hydraulics o R REFERENCES & MAPS Soils Map (from San Bernardino County Hydrology Manual) Isohyetal Maps (from San Bernardino County Hydrology Manual) Half Scale Plans Model 1 Hydraulic Exhibit Hydrology Map Ultimate o Hydrology Map Interim Conceptual Storm Drain Plans o Foothill Blvd Storm Drain Record Drawing N DISCUSSION Purpose The purpose of this drainage study is to determine the drainage facility requirements for the interim and ultimate storm drain along Miller Ave., Beech Ave., Sultana Ave., and Foothill Blvd. Specifically, the subject area is located south of Baseline Ave., west of Almeria Ave, north of Foothill Blvd., and east of Hemlock Ave, in the City Fontana, County of San Bernardino, California. Interim Condition In the interim stage, a temporary 66" storm drain will be installed connecting the storm drain system east of Hemlock Avenue with the system west of Hemlock Avenue along Foothill Blvd. A hydraulic model was prepared for the interim drainage to determine the effect on the existing 72" RCP along Foothill Blvd. west of Hemlock Ave after the interim flow was added. However, this model does not directly add the existing design flow with the interim flow, since the existing design accounts for full development, which will not be the case in the interim condition. This model assumes half the tributary area to the existing line will be developed, therefore reducing the existing flow from 284 cfs to 192 cfs. The total flow will be 192 cfs plus the additional 206 cfs or 398 cfs. The above referenced model covers a portion of the existing 72" line (stations 95+64 to 101+67) that appeared to be critical since the hydraulic grade line is shown to be near the existing ground. However, our analysis shows that even with the added interim flow, the HGL will remain under the existing ground elevation during a 25 -year storm event. Madole and Associates recommends that all existing detention basins remain in operation until the ultimate storm drain design is completed. Ultimate Condition The ultimate watershed will consist of mainly single-family residences on approximately 382 acres. The ultimate drainage facilities will consist of reinfored concrete boxes and pipes along Hemlock Avenue, Foothill Boulevard, Sultana Avenue and Miller Avenue with local lines connecting from Beech Avenue and Lime Avenue. The ultimate storm improvements will be installed with the interim system, with the exception of the 90 -inch storm drain along Hemlock Avenue south of Foothill Avenue. The 90 -inch storm drain will be installed later to complete the ultimate design. When this occurs, the temporary 66" storm drain line will be removed. The ultimate storm drain facilities will accommodate the developed 100 -year flow consisting of 757 cfs. Altough, the facilities will be under pressure, all catch basins are expected to have at least 6 -inches of freeboard. The rational method hydrologic model, as defined by Flood Control for San Bernardino County, was followed in the determination of storm runoff. AES software was utilized for hydrology calculations. CivilDesign's WSPGW hydraulic software program was used to validate pipe sizes. 01/23/03 25 INTERIM HYDROLOGY QINT25-1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 DESCRIPTION OF STUDY ************************** Q25 INTERIM HYDROLOGY FILE NAME: P:\661-1677\Drainage\MSD-INT.DAT TIME/DATE OF STUDY: 17:20 01/17/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 rrSPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.980 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1520 SLOPE OF INTENSITY DURATION CURVE = 0.6000 ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 22.0 11.0 0.020/0.920/0.020 0.67 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED k********************************* FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 01 /23/03 QINT25-2 RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 930.00 ELEVATION DATA: UPSTREAM(FEET) = 1375.00 DOWNSTREAM(FEET) = 1358.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.334 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.84.0 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 10.00 0.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 23.76 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) Ap SCS Tc DECIMAL) CN (MIN.) 0.40 0.50 32 13.33 23.76 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62 COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1358.00 DOWNSTREAM ELEVATION(FEET) = 1337.00 STREET LENGTH(FEET) = 1310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 1rr INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.46 STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 22.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.83 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.03 STREET FLOW TRAVEL TIME(MIN.) = 4.52 TC(MIN.) = 17.86 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.384 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 29.00 0.40 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 29.00 SUBAREA RUNOFF(CFS) = 57.00 EFFECTIVE AREA(ACRES) = 39.00 AREA -AVERAGED Fm(INCH/HR) = 0.20 W- AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 N%A TOTAL AREA(ACRES) = 39.00 PEAK FLOW RATE(CFS) = 76.65 01/23/03 QINT25-3 q m END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 23.20 FLOW VELOCITY(FEET/SEC.) = 5.62 DEPTH*VELOCITY(FT*FT/SEC.) = 3.88 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 2240.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 12.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1337.00 DOWNSTREAM(FEET) = 1301.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.22 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 76.65 PIPE TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 19.21 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 12.00 = 3560.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.21 RAINFALL INTENSITY(INCH/HR) = 2.28 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 39.00 TOTAL STREAM AREA(ACRES) = 39.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 76.65 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1348.00 DOWNSTREAM(FEET) = 1343.00 Tc = K*[(LENGTH** 3.00)/(ELEVF.TION CHANGE)1**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.789 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.389 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 12.90 0.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 25.42 TOTAL AREA(ACRES) = 12.90 PEAK FLOW RATE(CFS) 01/23/03 QINT25-4 Ap SCS Tc DECIMAL) CN (MIN.) 0.40 0.50 32 17.79 25.42 r"" FLOW PROCESS FROM NODE 32.00 TO NODE 10.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1333.00 DOWNSTREAM(FEET) = 1317.00 FLOW LENGTH(FEET) = 802.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.05 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.42 PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 19.00 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 10.00 = 1802.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 19.00 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.297 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 16.90 0.40 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 oso.. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 w SUBAREA AREA(ACRES) = 16.90 SUBAREA RUNOFF(CFS) = 31.89 EFFECTIVE AREA(ACRES) = 29.80 AREA -AVERAGED FM(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 29.80 PEAK FLOW RATE(CFS) = 56.24, FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1317.00 DOWNSTREAM(FEET) = 1301.00 FLOW LENGTH(FEET) = 1305.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.95 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.24 PIPE TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 20.98 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 12.00 = 3107.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 11%wl CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 01/23/03 QINT25-5 TIME OF CONCENTRATION(MIN.) = 20.98 RAINFALL INTENSITY(INCH/HR) = 2.16 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 29.80 TOTAL STREAM AREA(ACRES) = 29.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.24 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 76.65 19.21 2.281 0.40( 0.20) 0.50 39.0 20.00 2 56.24 20.98 2.164 0.40( 0.20) 0.50 29.8 31.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 131.22 19.21 2.281 0.40( 0.20) 0.50 66.3 20.00 2 128.56 20.98 2.164 0.40( 0.20) 0.50 68.8 31.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 131.22 TC(MIN.) = 19.21 EFFECTIVE AREA(ACRES) = 66.28 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 68.80 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 12.00 = 3560.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) = 1288.00 FLOW LENGTH(FEET) = 1008.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.81 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 131.22 PIPE TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 20.43 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 13.00 = 4568.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.43 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.199 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 10,01, RESIDENTIAL Nomw "5-7 DWELLINGS/ACRE" A 14.10 0.40 0.50 32 01/23/03 QINT25-6 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) = 25.37 EFFECTIVE AREA(ACRES) = 80.38 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 144.61 TOTAL AREA(ACRES) = 82.90 PEAK FLOW RATE(CFS) _ FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.43 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.199 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 10.80 0.40 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 10.80 SUBAREA RUNOFF(CFS) = 19.43 EFFECTIVE AREA(ACRES) = 91.18 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 93.70 PEAK FLOW RATE(CFS) = 164.04 FLOW PROCESS FROM NODE 13.00 TO NODE 15.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1258.00 FLOW LENGTH(FEET) = 1775.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.39 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 164.04 PIPE TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 22.23 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 15.00 = 6343.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 22.23 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.090 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 30.00 0.40 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 51.03 EFFECTIVE AREA(ACRES) = 121.18 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 01/23/03 QINT225-7 m TOTAL AREA(ACRES) = 123.70 PEAK FLOW RATE(CFS) = 206.14 FLOW PROCESS FROM NODE 15.00 TO NODE 18.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1247.50 FLOW LENGTH(FEET) = 2015.00 RANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 50.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.99 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 206.14 PIPE TRAVEL TIME(MIN.) = 3.06 Tc(MIN.) = 25.29 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 18.00 = 8358.00 FEET. END OF STUDY SUMMARY: ' TOTAL AREA(ACRES) = 123.70 TC(MIN.) = 25.29 EFFECTIVE AREA(ACRES) = 121.18 AREA -AVERAGED Fm (INCH/HR)= 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 206.14 PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 206.14 25.29 1.935 0.40( 0.20) 0.50 121.2 20.00 2 199.91 27.07 1.857 0.40( 0.20) 0.50 123.7 31.00 END OF RATIONAL METHOD ANALYSIS 01/23/03 QINT25-8 Q 25 HYDROLOGY 01/23/03 Q25-1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 DESCRIPTION OF STUDY ************************** Q25 HYDROLOGY FOOTHILL REGIONAL STORM DRAIN ULTIMATE DESIGN FILE NAME: P:\661-1677\Drainage\MSDQ25.DAT TIME/DATE OF STUDY: 14:55 01/23/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: TIME-OF-CONCENTRATION MODEL' s",- USER SPECIFIED STORM EVENT(YEAR) = 25.00 N41,1 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.980 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1520 SLOPE OF INTENSITY DURATION CURVE = 0.6000 ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK -'HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 3 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED WW 01/23/03 Q25"2 WWI FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1383.00 DOWNSTREAM(FEET) = 1363.00 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.482 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.822 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 20.30 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 42.65 TOTAL AREA(ACRES) = 20.30 PEAK FLOW RATE(CFS) Ap SCS Tc DECIMAL) CN (MIN.) mom - 0.500.50 32 13.48 42.65 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1356.00 DOWNSTREAM(FEET) = 1333.00 FLOW LENGTH(FEET) = 1166.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.59 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.65 PIPE TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 15.03 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 2166.00 FEET. FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.03 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.644 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GFOUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 35.50 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 35..50 SUBAREA RUNOFF(CFS) = 68.90 EFFECTIVE AREA(ACRES) = 55.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 55.80 PEAK FLOW RATE(CFS) = 108.30 FLOW PROCESS FROM NODE 32.00 TO NODE 10.00 IS CODE = 31 01/23/03 Q25-3 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE -FLOW) «« <----- ---- ELEVATION DATA: UPSTREAM(FEET) = 1333.00 DOWNSTREAM(FEET) = 1317.00 FLOW LENGTH(FEET) = 802.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.60 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 108.30 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 15.88 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 10.00 = 2968.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.88 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.557 SUBAREA LOSS RATE DATA(AMC II): Ap SCSAREAFp LAND USE DEVELOPMENT TYPE/ SCSSOIL ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 24.50 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RETE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 24.50 SUBAREA RUNOFF(CFS) = 45.64 EFFECTIVE AREA(ACRES) = 80.30 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 80.30 PEAK FLOW RATE(CFS) = 149.59 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE -FLOW)<<<<< -------- ELEVATION DATA: UPSTREAM(FEET) = 1317.00 DOWNSTREAM(FEET) = 1310.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.67 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 149.59 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 16.47 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 11.00 = 3488.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 16.47 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.502 SUBAREA LOSS RATE DATA(AMC II): SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP Aw- LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN v"Ne RESIDENTIAL 01/23/03 Q25-4 5-7 DWELLINGS/ACRE" A 31.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 31.10 SUBAREA RUNOFF(CFS) = 56.38 EFFECTIVE AREA(ACRES) = 111.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 111.40 PEAK FLOW RATE(CFS) = 201.97 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1310.00 DOWNSTREAM(FEET) = 1301.00 FLOW LENGTH(FEET) = 670.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.83 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 201.97 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 17.18 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 12.00 = 4158.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 17.18 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.440 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 39.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 39.30 SUBAREA RUNOFF(CFS) = 69.05 EFFECTIVE AREA(ACRES) = 150.70 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 150.70 PEAK FLOW RATE(CFS) = 264.78 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) = 1288.00 FLOW LENGTH(FEET) = 1008.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.65 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 264.78 PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 18.19 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.00 = 5166.00 FEET. 01/23/03 Q25-5 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = --81 ---------- ADDITION-OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<<----------------------- N. MAINLINE Tc(MIN) = 18.19 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.358 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCSSOIL AREA Fp LAND USE (ACRES) (INCH/HR) (DECIMAL) SCS RESIDENTIAL 5-7 DWELLINGS/ACRE" A 30.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 30.30 SUBAREA RUNOFF(CFS) = 51.00 EFFECTIVE AREA(ACRES) = 181.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 181.00 PEAK FLOW RATE(CFS) = 304.65 FLOW PROCESS FROM NODE 13.00 TO NODE 13.50 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---- ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1269.00 FLOW LENGTH(FEET) = 980.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.83 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 304.65 PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 19.01 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.50 = 6146.00 FEET. FLOW PROCESS FROM NODE 13.50 TO NODE 13.50 IS CODE = 1 DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.01 RAINFALL INTENSITY(INCH/HR) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 181.00 TOTAL STREAM AREA(ACRES) = 181.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 304.65 FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 970.00 401"'^• ELEVATION DATA: UPSTREAM(FEET) = 1317.00 DOWNSTREAM(FEET) = 1302.00 01/23/03 Q25-6 L_ m Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.851 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.663 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 3-4 DWELLINGS/ACRE" A 10.00 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 18.70 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS} Ap SCS Tc DECIMAL) CN (MIN.) 0.60 32 14.85 18.70 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ADDITION OF SUBAREA TO :MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.85 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.663 SUBAREA LOSS RATE .DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE" A 10.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 18.70 EFFECTIVE AREA(ACRES) = 20.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 37.40 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1294.00 DOWNSTREAM(FEET) = 1278.00 FLOW LENGTH(FEET) = 920.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.38 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.40 PIPE TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 16.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1890.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.20 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.527 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 01/23/03 Q25-7 3-4 DWELLINGS/ACRE" A 30.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 52.4 EFFECTIVE AREA(ACRES) = 50.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 87.41 TOTAL AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) _ FLOW PROCESS FROM NODE 22.00 TO NODE 13.50 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1278.00 DOWNSTREAM(FEET) = 1269.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.11 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 87.41 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 17.30 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 13.50 = 2690.00 FEET. FLOW PROCESS FROM NODE 13.50 TO NODE 13.50 IS CODE = 1 DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.30 RAINFALL INTENSITY(INCH/HR) = 2.43 AREA -AVERAGED Fm(INCH/HR) = 0.59 , AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 50.00 TOTAL STREAM AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 87.41 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 304.65 19.01 2.296 0.97( 0.49) 0.50 181.0 30.00 2 87.41 17.30 2.430 0.98( 0.59) 0.60 50.0 20.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 20.00 NODE 1 385.12 17.30 2.430 0.98( 0.51) 0.52 214. 2 385.71 19.01 2.296 0.98( 0.51) 0.52 231.0 30.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ter... PEAK FLOW RATE(CFS) = 385.71 Tc(MIN.) = 19.01 rrrr EFFECTIVE AREA(ACRES) = 231.00 AREA -AVERAGED Fm (INCH/HR) = 0.51 01/23/03 Q25-8 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 231.00 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.50 = 6146.00 FEET. FLOW PROCESS FROM NODE 13.50 TO NODE 14.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1269.00 DOWNSTREAM(FEET) = 1264.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.31 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 385.71 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 19.30 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 14.00 = 6476.00 FEET. FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc.(MIN) = 19.30 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.275 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 39.50 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 39.50 SUBAREA RUNOFF(CFS) = 63.56 EFFECTIVE AREA(ACRES) = 270.50 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 270.50 PEAK FLOW RATE(CFS) = 430.88 PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 434.50 17.58 2.406 0.98( 0.51) 0.52 254.2 20.00 2 430.88 19.30 2.275 0.98( 0.51) 0.52 270.5 30.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 434.50 Tc(MIN.) = 17.58 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 EFFECTIVE AREA(ACRES) = 254.19 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.58 RAINFALL INTENSITY(INCH/HR) = 2.41 AREA -AVERAGED Fm(INCH/HR) = 0.51 01/23/03 Q25-9 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 254.19 TOTAL STREAM AREA(ACRES) = 270.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 434.50 FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1332.00 DOWNSTREAM(FEET) = 1318.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.479 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.703 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 9.00 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS.) = 17.95 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) Ap SCS Tc DECIMAL) CN (MIN.) 0.50 32 14.48 0.98 17.95 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 62 COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1318.00 DOWNSTREAM ELEVATION(FEET) = 1305.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0299 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.88 STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.39 STREET FLOW TRAVEL TIME(MIN.) = 3.90 Tc(MIN.) = 18.38 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.343 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 01/23/03 Q25-10 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 27.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 27.30 SUBAREA RUNOFF(CFS) = 45.58 EFFECTIVE AREA(ACRES) = 36.30 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 36.30 PEAK FLOW RATE(CFS) = 60.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.98 DEPTH*VELOCITY(FT*FT/SEC.) = 3.11 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 2000.00 FEET. FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1298.00 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 985.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.21 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.61 PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 19.63 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 2985.00 FEET. FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.63 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.252 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1'5-7 DWELLINGS/ACRE" A 30.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 30.10 SUBAREA RUNOFF(CFS) = 47.81 EFFECTIVE AREA(ACRES) = 66.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 66.40 PEAK FLOW RATE(CFS) = 105.47 FLOW PROCESS FROM NODE 43.00 TO NODE 14.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1280.00 DOWNSTREAM(FEET) = 1264.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013 err DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.6 INCHES 01/23/03 Q25-11 cm 2.7PIPE-FLOW VELOCITY(FEET/SEC.) = 42.00 NUMBER OF PIPES = 1 ESTIMATED PIPE DIAMETER(INCH) _ PIPE-FLOW(CFS) = 105.47 PIPE TRAVEL TIME(MIN.) = 1.72 TC(MIN.) = 21.35 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 14.00 = 4305.00 FEET. FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.35 RAINFALL INTENSITY(INCH/HR) = 2.14 AREA -AVERAGED Fm(INCH/HR) = C.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 66.40 TOTAL STREAM AREA(ACRES) = 66.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 105.47 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 434.50 17.58 2.406 0.98( 0.51) 0.52 254.2 20.00 1 430.88 19.30 2.275 0.98( 0.51) 0.52 270.5 30.00 2 105.47 21.35 2.142 0.98( 0.49) 0.50 66.4 40.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 535.26 17.58 2.406 0.97( 0.50) 0.52 308.9 20.00 2 533.94 19.30 2.275 0.98( 0.50) 0.52 330.5 30.00 3 503.81 21.35 2.142 0.98( 0.50) 0.51 336.9 40.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 535.26 Tc(MIN.) = 17.58 EFFECTIVE AREA(ACRES) = 308.88 AREA -AVERAGED Fm (INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = C.97 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 336.90 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 14.00 = 6476.00 FEET. FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1264.00 DOWNSTREAM(FEET) = 1258.00 FLOW LENGTH(FEET) = 465.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 59.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.85 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 01/23/03 Q25-12 PIPE-FLOW(CFS) = 535.26 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 17.97 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 15.00 = 6941.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.97 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.374 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 4.60 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 7.81 EFFECTIVE AREA(ACRES) = 313.48 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 341.50 PEAK FLOW RATE(CFS) = 535.26 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< vp.w/ ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1252.00 FLOW LENGTH(FEET) = 685.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 84.0 INCH PIPE IS 63.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.18 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 535.26 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 18.64 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 16.00 = 7626.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.64 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.323 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE" A 15.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 23.47 EFFECTIVE AREA(ACRES) = 328.48 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.52 4wk TOTAL AREA(ACRES) = 356.50 PEAK FLOW RATE(CFS) = 537.03 01/23/03 Q25-13 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = --36---------- w >>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED BOX SIZE (PRESSURE FLOW)<<<<<--------- ---- ELEVATION DATA: UPSTREAM(FEET) = 1252.00 DOWNSTREAM(FEET) = 1249.00 FLOW LENGTH(FEET) = 990.00 8NONOING' STIM= 0.013 BOX HEIGHT(FEET) = 7.16 GIVEN BOX BASEWIDTH(FEET) _ BOX -FLOW VELOCITY(FEET/SEC.) = 9.37 BOX-FLOW(CFS) = 537.03 BOX -FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 20.40 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 17.00 = 8616.00 FEET. FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE=--81---------- ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.40 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.201 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 25.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 25.00 SUBAREA RUNOFF(CFS) = 47.33 EFFECTIVE AREA(ACRES) = 353.48 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 381.50 PEAK FLOW RATE(CFS) = 548.15 FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE -_--36---------- COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA«« < USING COMPUTER -ESTIMATED BOX SIZE (PRESSURE -FLOW)<<<<<--------- ---- ELEVATION DATA: UPSTREAM(FEET) = 1249.00 DOWNSTREAM(FEET) = 1247.50 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 ESTIMATED BOX HEIGHT(FEET) _ 5.98 BOX -FLOW VELOCITY(FEET/SEC.) = 11.46 BOX-FLOW(CFS) = 548.15 BOX -FLOW TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 20,82 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 18.00 = 8906.00 FEET. END OF STUDY SUMMARY: 20.82 TOTAL AREA(ACRES) = 381.50 TC (MIN.) _ EFFECTIVE AREA(ACRES) = 353.48 AREA -AVERAGED Fm (INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.49 PEAK FLOW RATE(CFS) = 548.15 PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 548.15 20.82 2.174 0.97( 0.48) 0.49 353.5 20.00 A.. 2 546.38 22.54 2.073 0.98( 0.48) 0.49 375.1 30.00 3 517.49 24.64 1.965 0.98( 0.48) 0.49 381.5 40.00 01/23/03 Q25-14 On 01/23/03 Q 100 HYDROLOGY Q-1 tri RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: M_kDOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 DESCRIPTION OF STUDY ************************** Q100 HYDROLOGY FOR FOOTHILL REGIONAL STORM DRAIN ULTIMATE DESIGN FILE NAME: P:\661-1677\Drainage\MSDQ100.DAT TIME/DATE OF STUDY: 14:55 01/23/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.980 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.470 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.4700 SLOPE OF INTENSITY DURATION CURVE = 0.6000 ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OTiT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 3 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 01/23/03 Q-2 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< low >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1333.00 DOWNSTREAM(FEET) = 1317.00 FLOW LENGTH(FEET) = 802.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.99 ESTIMATED PIPE DIAMETER(INCH) = 45.0'0 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 145.65 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 15.71 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 10.00 = 2968.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.71 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.285 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 24.50 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 24.50 SUBAREA RUNOFF(CFS) = ) = 0.49 EFFECTIVE AREA(ACRES) = 80.30 AREA -AVERAGED Fm(INCH/HR= AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 80.30 PEAK FLOW RATE(CFS) = 202.17 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1317.00 DOWNSTREAM(FEET) = 1310.00 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.84 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 202.17 _ PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 16.26 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 11.00 = 3488.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 16.26 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.218 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 01/23/03 Q-4 115-7 DWELLINGS/ACRE" A 31.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 76.43 AMW' SUBAREA AREA(ACRES) = 31.10 SUBAREA RUNOFF(CFS) _ EFFECTIVE AREA(ACRES) = 111.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 111.40 PEAK FLOW RATE(CFS) = 273.78 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1310.00 DOWNSTREAM(FEET) = 1301.00 FLOW LENGTH(FEET) = 670.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.02 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 273.78 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 16.91 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 12.00 = 4158.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.91 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.143 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp CSCS CI LAND USE GROUP (ACRES) (INCH/HR) (DE CMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 39.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 39.30 SUBAREA RUNOFF(CFS) = 93.91 EFFECTIVE AREA(ACRES) = 150.70 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 150.70 PEAK FLOW RATE(CFS) = 360.12 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) = 1288.00 FLOW LENGTH(FEET) = 1008.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.82 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 360.12 PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 17.85 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.00 = 5166.00 FEET. 01/23/03 Q-5 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 17.85 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.042 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 30.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 30.30 SUBAREA RUNOFF(CFS) = 69.66 EFFECTIVE AREA(ACRES) = 181.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 416.14 TOTAL AREA(ACRES) = 181.00 PEAK FLOW RATE(CFS) _ FLOW PROCESS FROM NODE 13.00 TO NODE 13.50 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1269.00 FLOW LENGTH(FEET) = 980.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.75 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 416.14 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 18.60 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.50 = 6146.00 FEET. FLOW PROCESS FROM NODE 13.50 TO NODE 13.50 IS CODE = 1 DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.60 RAINFALL INTENSITY(INCH/HR) = 2.97 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 181.00 TOTAL STREAM AREA(ACRES) = 181.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 416.14 FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 970.00 ELEVATION DATA: UPSTREAM(FEET) = 1317.00 DOWNSTREAM(FEET) = 1302.00 rYw'•' 01/23/03 Q-6 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.851 r.•. * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.398 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 3-4 DWELLINGS/ACRE" A 10.00 0.98 0.60 32 14.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 25.31 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 25.31 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.85 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.398 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE" A 10.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 25.31 EFFECTIVE AREA(ACRES) = 20.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 50.63 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1294.00 DOWNSTREAM(FEET) = 1278.00 FLOW LENGTH(FEET) = 920.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.23 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.63 PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 16.10 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1890.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.10 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.236 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 01/23/03 Q-7 3-4 DWELLINGS/ACRE" A 30.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 71.58 EFFECTIVE AREA(ACRES) = 50.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) = 119.31 FLOW PROCESS FROM NODE 22.00 TO NODE 13.50 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1278.00 DOWNSTREAM(FEET) = 1269.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.88 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 119.31 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 17.14 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 13.50 = 2690.00 FEET. FLOW PROCESS FROM NODE 13.50 TO NODE 13.50 IS CODE = 1 DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.14 RAINFALL INTENSITY(INCH/HR) = 3.12 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 50.00 TOTAL STREAM AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 119.31 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 416.14 18.60 2.968 0.97( 0.49) 0.50 181.0 30.00 2 119.31 17.14 3.118 0.98( 0.59) 0.60 50.0 20.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 525.81 17.14 3.118 0.98( 0.51) 0.52 216.7 20.00 2 528.39 18.60 2.968 0.98( 0.51) 0.52 231.0 30.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 528.39 Tc (MIN. ) = 18.60 EFFECTIVE AREA(ACRES) = 231.00 AREA -AVERAGED Fm(INCH/HR) = 0.51 01/23/03 Q-8 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 231.00 ww, LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.50 = 6146.00 FEET. FLOW PROCESS FROM NODE 13.50 TO NODE 14.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1269.00 DOWNSTREAM(FEET) = 1264.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.98 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 528.39 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 18.87 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 14.00 = 6476.00 FEET. FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.87 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.943 SUBAREA LOSS RATE DATA(AMC IT): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 39.50 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 39.50 SUBAREA RUNOFF(CFS) = 87.29 EFFECTIVE AREA(ACRES) = 270.50 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 270.50 PEAK FLOW RATE(CFS) = 593.40 PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 595.63 17.40 3.089 0.97( 0.51) 0.52 256.2 20.00 2 593.40 18.87 2.943 0.98( 0.51) 0.52 270.5 30.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 595.63 Tc(MIN.) = 17.40 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.52 EFFECTIVE AREA(ACRES) = 256.24 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.40 r000+ RAINFALL INTENSITY(INCH/HR) = 3.09 AREA -AVERAGED Fm(INCH/HR) = 0.51 01/23/03 Q-9 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 256.24 w TOTAL STREAM AREA(ACRES) = 270.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 595.63 FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1332.00 DOWNSTREAM(FEET) = 1318.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.479 100. YEAR RAINFALL INTENSITY(INCH/HR) = 3.450 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 9.00 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 23.99 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) Ap SCS Tc DECIMAL) CN (MIN.) mom - 0.500.50 32 14.48 23.99 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 62 COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1318.00 DOWNSTREAM ELEVATION(FEET) = 1305.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = D.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0299 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 55.41 STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.92 STREET FLOW TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) = 17.95 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.033 1000- SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 01/23/03 Q-10 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 27.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 27.3C SUBAREA RUNOFF(CFS) = 62.53 EFFECTIVE AREA(ACRES) = 36.30 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 36.30 PEAK FLOW RATE(CFS) = 83.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 21.07 FLOW VELOCITY(FEET/SEC.) = 5.65 DEPTH*VELOCITY(FT*FT/SEC.) = 3.88 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 2000.00 FEET. FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1298.00 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 985.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.14 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.15 PIPE TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 19.11 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 2985.00 FEET. FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.11 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.921 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 30.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 30.10 SUBAREA RUNOFF(CFS) = 65.91 EFFECTIVE AREA(ACRES) = 66.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 66.40 PEAK FLOW RATE(CFS) = 145.41 FLOW PROCESS FROM NODE 43.00 TO NODE 14.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1280.00 DOWNSTREAM(FEET) = 1264.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013 r* DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.1 INCHES 01/23/03 Q-11 PIPE -FLOW VELOCITY(FEET/SEC.) _ ESTIMATED PIPE DIAMETER(INCH) _ PIPE-FLOW(CFS) = 145.41 PIPE TRAVEL TIME(MIN.) = 1.58 LONGEST FLOWPATH FROM NODE 13.95 48.00 NUMBER OF PIPES = 1 Tc(MIN.) = 20.68 40.00 TO NODE 14.00 = 4305.00 FEET. i.************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 __ DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.68 RAINFALL INTENSITY(INCH/HR) = 2.78 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 66.40 TOTAL STREAM AREA(ACRES) = 66.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 145.41 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 595.63 17.40 3.089 0.97( 0.51) 0.52 256.2 20.00 1 593.40 18.87 2.943 0.98( 0.51) 0.52 270.5 30.00 2 145.41 20.68 2.785 0.98( 0.49) 0.50 66.4 40.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 734.15 17.40 3.089 0.97( 0.50) 0.52 312.1 20.00 2 735.15 18.87 2.943 0.98( 0.50) 0.52 331.1 30.00 3 700.33 20.68 2.785 0.98( 0.50) 0.51 336.9 40.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 735.15 Tc(MIN.) = 18.87 EFFECTIVE AREA(ACRES) = 331.06 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) _ 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 336.90 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 14.00 = 6976.00 FEET. FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FFET) = 1264.00 DOWNSTREAM(FEET) = 1258.00 FLOW LENGTH(FEET) = 465.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 67.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.40 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 01/23/03 Q-12 PIPE-FLOW(CFS) = 735.15 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 19.23 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 15.00 = 6941.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ADDITION OF SUBAREA TO MkINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.23 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.910 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 4.60 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 10.03 EFFECTIVE AREA(ACRES) = 335.66 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.51 735.15 TOTAL AREA(ACRES) = 341.50 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1252.00 FLOW LENGTH(FEET) = 685.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 93.0 INCH PIPE IS 73.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.46 ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 735.15 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 19.85 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 16.00 = 7626.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.85 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.855 SUBAREA LOSS RATE DATA(AMC !I): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE" A 15.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREti FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 30.64 EFFECTIVE AREA(ACRES) = 350.66 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 741.42 TOTAL AREA(ACRES) = 356.50 PEAK FLOW RATE(CFS) _ t rrr 01/2303 Q-13 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 36 COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA«« < USING COMPUTER -ESTIMATED BOX SIZE (PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1252.00 DOWNSTREAM(FEET) = 1249.00 FLOW LENGTH(FEET) = 990.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 ESTIMATED BOX HEIGHT(FEET) = 9.12 BOX -FLOW VELOCITY(FEET/SEC.) = 10.16 BOX-FLOW(CFS) = 741.42 BOX -FLOW TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 21.47 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 17.00 = 8616.00 FEET. FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.47 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.723 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 25.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 25.00 SUBAREA RUNOFF(CFS) = 59.08 EFFECTIVE AREA(ACRES) = 375.66 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.49 758.97 TOTAL AREA(ACRES) = 381.50 PEAK FLOW RATE(CFS) _ FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 36 COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA<<<<< USING COMPUTER -ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1249.00 DOWNSTREAM(FEET) = 1247.50 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 7,59 GIVEN BOX BASEWIDTH(FEET) = 8.00 ESTIMATED BOX HEIGHT(FEET) _ BOX -FLOW VELOCITY(FEET/SEC.) = 12.49 BOX-FLOW(CFS) = 758.97 BOX -FLOW TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 21.86 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 18.00 = 8906.00 FEET. END OF STUDY SUMMARY: 21.86 TOTAL AREA(ACRES) 37= 381.50 TC (MIN.) _ EFFECTIVE AREA(ACRES) ES) = 5.66 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.49 PEAK FLOW RATE(CFS) = 758.97 PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 758.68 20.39 2.809 0.97( 0.48) 0.49 356.7 20.00 2 758.97 21.86 2.694 0.98( 0.48) 0.49 375.7 30.00 3 725.30 23.72 2.565 0.98( 0.48) 0.49 381.5 40.00 01/23/03 Q-14 IN a END OF RATIONAL METHOD ANALYSIS 01/23/03 Q-15 olm CONCEPTUAL STORM DRAIN HYDRAULICS 01/23/03 H-1 01/23/03 H-2 FILE: FH-INT.WSW W S P G W - EDIT LISTING Version 14.01 Date: 1-21-2003 Time:10:46:20 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 5.500 CD 2 3 0 .000 6.000 8.000 000 .000 00 CD 3 4 1 3.000 CD 4 4 1 7.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS INTERIM Q25 FOOTHILL STORM DRAIN HEADING LINE NO 2 IS EAST OF HEMLOCK AVE HEADING LINE NO 3 IS W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2108.580 1247.490 1 1253.690 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2159.580 1247.740 1 013 000 000 000 0 ELEMENT NO 3 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 2183.580 1247.860 2 013 000 000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2455.000 1249.220 2 013 000 000 000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2458.000 1249.300 2 3 0 013 .010 .000 1250.800 000 45.000 000 RADIUS ANGLE 000 000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2461.000 1249.420 2 013 000 000 000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2950.000 1251.870 2 013 000 000 000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2956.000 1252.070 2 013 000 000 000 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 01/23/03 H-2 z 3445.000 1254.510 2 .013 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 3448.000 1254.610 2 3 0 .013 .010 000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 000 1256.100 .000 45.000 .000 RADIUS ANGLE 000 .000 01/23/03 H-3 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3451.000 1254.710 4 013 000 000 000 0 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3940.000 1257.160 4 013 000 000 000 0 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3946.000 1257.360 4 013 000 000 000 0 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4123.490 1258.240 4 013 000 000 000 0 ELEMENT NO 15 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 4123.490 1258.240 4 1258.240 01/23/03 H-3 01/23/03 H-4 FILE: FH-INT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-21-2003 Time:10:46:24 INTERIM Q25 FOOTHILL STORM DRAIN EAST OF HEMLOCK AVE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I FT) I Elev I CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip I- L/Elem I- ICh Slope I I- I I- I I- -I- -I- I SF Avel I- HF I- ISE DpthlFroude I- NINorm I- Dp I- I "N" I- I X -Fall) ZR I Type Ch 2108.580 I I 1247.490 I 6.200 1253.690 I I 206.02 8.67 I 1.17 1254.86 I 00 I 4.02 I 00 I 5.500 I I 000 00 I 1 .0 I- 51.000 I- 0049 I- I- I- -I- I- 0038 I- 19 I- 6.20 I- 00 I- 3.99 I- 013 I- 00 00 1- PIPE 2159.580 I 1247.740 I I 6.142 1253.882 I I 206.02 8.67 I 1.17 1255.05 I 00 I 4.02 I 00 I 5.500 I I 000 00 I 1 .0 TRANS STR 0050 0007 02 6.14 00 013 00 00 PIPE 2183.580 I I 1247.860 I 7.045 1254.905 I I 206.02 4.29 I 29 1255.19 I 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 241.717 I- 0050 I- I- I- -I- I- 0007 I- 17 I- 7.05 I- 31 I- 2.42 I- 013 I- 00 00 1- BOX 2425.297 I 1249.071 I I 6.000 1255.071 I I 206.02 4.29 I 29 1255.36 I 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 29.703 I- 0050 I- I- I- -I- I- 0004 I- 01 I- 6.00 I- 31 I- 2.42 I- 013 I- 00 00 1- BOX 2455.000 I 1249.220 I I 5.849 1255.069 I I 206.02 4.40 I 30 1255.37 I 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- JUNCT STR I- 0267 I- I- I- -I- I- 0005 I- 00 I- 5.' 85 I- 32 I- I- 013 I- 00 00 I- BOX WARNING - Flow depth near top of box conduit -------------------- 2458.000 I 1249.300 I I 5.761 1255.061 I I 206.01 4.47 I 31 1255.37 I 00 I 2.74 I 8.00 I 6.000 I 1 8.000 00 1 0 .0 I- 3.000 I- 0400 I- I- I- -I- I- 0005 I- 00 I- 5.76 I- 33 I- 1.19 I- 013 I- 00 00 1- BOX WARNING - Flow depth near top of box conduit -------------------- 2461.000 I 1249.420 I I 5.628 1255.048 I I 206.01 4.58 I 33 1255.37 I 00 I 2.74 I 8.00 I 6.000 I 1 8.000 00 1 0 .0 I- 51.428 I- 0050 I- I- I- -I- I- 0005 I- 03 I- 5.63 I- 34 I- 2.42 I- 013 I- 00 00 1- BOX WARNING - Flow depth near top of box conduit 01/23/03 H-4 01/23/03 H-5 C) FILE: FH-INT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-21-2003 Time:10:46:24 INTERIM Q25 FOOTHILL STORM DRAIN EAST OF HEMLOCK AVE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I FT) I Elev I (CFS) I FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip I- L/Elem I- ICh Slope I I- I I- I I- I I- I- Sw Avel I- -I- HF ISE DpthlFroude I- NINorm I- Dp I- I "N" 1- I X-Fa111 1 ZR Type Ch I 2512.428 I 1249.678 I 5.366 I 1255.043 206.01 4.80 I 36 I 1255.40 00 2.74 I 8.00 I 6.000 I 8.000 00 I 0 .0 48.750 0050 0006 03 5.37 37 2.42 013 00 00 BOX 2561.178 I I 1249.922 I 5.116 1255.038 I I 206.01 5.03 I 39 I 1255.43 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 46.144 I- 0050 I- I- I- I- I- 0007 I- 03 I- 5.12 I- 39 I- 2.42 I- 013 I- 00 00 1- BOX 2607.322 I 1250.153 I I 4.878 1255.031 I I 206.01 5.28 I 43 I 1255.46 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 43.597 I- 0050 I- I- I- I- I- 0007 I- 03 i- 4.88 I- 42 I- 2.42 I- 013 I- 00 00 1- BOX 2650.919 I 1250.372 I I 4.651 1255.022 I I 206.01 5.54 I 48 I 1255.50 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 41.094 I- 0050 I- I- I- I- I- 0008 I- 03 i- 4.65 I- 45 I- 2.42 I- 013 I- 00 00 1- BOX 2692.013 I 1250.578 I I 4.434 1255.012 I I 206.01 5.81 I 52 I 1255.54 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 38.617 0050 0010 04 4.43 49 2.42 013 00 00 BOX 2730.630 I 1250.771 I I 4.228 1254.999 I I 206.01 6.09 I 58 I 1255.58 00 I 2.74 I 8.00 I 6.000 I 8.000 I 00 I 0 .0 I- 36.142 I- 0050 I- I- I- I- I- 0011 I- 04 I- 4.23 I- 52 I- 2.42 I- 013 I- 00 00 1- BOX 2766.771 I 1250.952 I 4.031 I 1254.983 I I 206.01 6.39 I 63 I 1255.62 00 I 2.74 I 8.00 I 6.000 I 8.000 I 00 I 0 .0 I- 33.639 I- 0050 I- I- I- I- I- 0012 I- 04 I- 4.03 I- 56 I- 2.42 I- 013 I- 00 00 1- BOX 2800.411 I 1251.121 I 3.844 I 1254.964 I I 206.01 6.70 I 70 I 1255.66 00 I 2.74 I 8.00 I 6.000 I 8.000 1 00 1 0 .0 I- 31.069 I- 0050 I- i- I- I- I- 0014 I- 04 I- 3.84 I- 60 I- 2.42 I- 013 I- 00 00 1- BOX 01/23/03 H-5 01/23/03 H-6 FILE: FH-INT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-21-2003 Time:10:46:24 INTERIM Q25 FOOTHILL STORM DRAIN EAST OF HEMLOCK AVE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I- I Elev I FT) I Elev I (CFS) I I- FPS) I- Head I I- Grd.El.l Elev I- I Depth I I- Width IDia.-FTlor I- -I- I.D.I I- ZL I IPrs/Pip L/Elem I- ICh Slope I I- I I- I I SF Avel I- HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR Type Ch 2831.480 I I 1251.276 I 3.665 1254.941 I I 206.01 7.03 I 77 I 1255.71 00 i I 2.74 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 28.373 I- 0050 I- I- I- i- I- 0016 I- 05 I- 3.66 I- 65 2.42 I- -I- 013 I- 00 00 1- BOX 2859.853 I I 1251.418 I 3.494 1254.913 I I 206.01 7.37 I 84 I 1255.76 00 I I 2.74 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 25.464 I- 0050 I- I- I- I- I- 0018 I- 05 i- 3.49 I- 69 2.42 I- -I- 013 i- 00 00 1- BOX 2885.317 I I 1251.546 I 3.332 1254.878 I I 206.01 7.73 I 93 I 1255.81 00 I 2.74 I 8.00 i 6.000 I I 8.000 00 I 0 .0 I- 8.700 I- 0050 I- I- I- I- I- 0021 I- 02 I- 3.33 I- 75 2.42 I- -i- 013 I- 00 00 1- BOX 2894.017 I I 1251.590 I 3.274 1254.864 I I 206.01 7.86 I 96 I 1255.82 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 HYDRAULIC JUMP 2894.017 I I 1251.590 I 2.268 1253.857 I I 206.01 11.36 I 2.00 I 1255.86 00 i 2.74 i 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 55.983 I- 0050 I- I- I- I- I- 0064 I- 36 I- 2.27 I- 1.33 2.42 I- -I- 013 I- 00 00 1- BOX 2950.000 I I 1251.870 2.187 I 1254.057 I I 206.01 11.78 I 2.15 i 1256.21 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 632 I- 0333 I- I- I- i- I- 0066 I- 00 I- 2.19 I- 1.40 1.27 i- -I- 013 I- 00 00 1- BOX 2950.632 I I 1251.891 2.203 I 1254.094 I I 206.01 11.69 i 2.12 I 1256.22 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 i 0 .0 I- 3.135 I- 0333 I- I- I- I- I- 0061 I- 02 I- 2.20 I- 1.39 1.27 i- -I- 013 I- 00 00 1- BOX 2953.767 I I 1251.995 2.311 I 1254.307 I I 206.01 11.14 I 1.93 I 1256.23 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 2.233 I- 0333 I- I- I- I- i- 0054 I- 01 I- 2.31 I- 1.29 1.27 I- -I- 013 I- 00 00 1- BOX 2956.000 I i 1252.070 2.424 I- I 1254.494 I- I I 206.01 I- 10.62 i- I 1.75 I 1256.25 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 327.055 I- 0050 I- 0050 I- 1.63 I- 2.42 I- 1.20 2.42 I- -I- 013 i- 00 00 1- BOX 01/23/03 H-6 01/23/03 H-7 FILE: FH-INT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-21-2003 Time:10:46:24 INTERIM Q25 FOOTHILL STORM DRAIN EAST OF HEMLOCK AVE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I FT) I Elev I CFS) I I- FPS) i- Head I I- Grd.E1.1 I- Elev I- I Depth I- I Width I- IDia.-FTlor I- I.D.f I- ZL I IPrs/Pip I- L/Elem ICh I- Slope I I- I I- I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR IType Ch II 3283.055 I 1253.702 I 2.424 I 1256.126 I 206.01 10.62 I 1.75 I 1257.88 00 I 2.74 I 8.00 i 6.000 I I 8.000 00 0 .0 I- 161.945 I- 0050 I- I- I- I- I- 0051 I- 83 I- 2.42 I- 1.20 I- 2.42 I- 013 I- 00 00 1- BOX I 3445.000 I 1254.510 I 2.375 I 1256.885 I 206.01 10.84 I 1.83 I 1258.71 00 I 2.74 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- JUNCT STR I- 0333 I- I- I- I- I- 0044 i- 01 I- 2.38 I- 1.24 I- I- 013 I- 00 00 I- BOX 3448.000 I- 1 1254.610 I- I 2.741 I- 1257.351 I- I I 206.00 I- 9.40 I- I 1.37 I- I 1258.72 I- 00 I- I 2.74 I- I 8.00 I- I 6.000 I- I I 8.000 I- 00 I 0 .0 I- I 3448.000 I 1254.610 I 3.095 1257.705 I I 206.00 11.98 I 2.23 I 1259.93 00 I 3.67 I 7.38 I 7.500 I I 000 00 I 1 .0 I- 3.000 I- 0333 I- I- I- I- I- 0053 I- 02 I- 3.10 I- 1.38 I- 1.94 I- 013 I- 00 00 1- PIPE I 3451.000 1254.710 I I 3.201 1257.911 I I 206.00 11.45 I 2.04 I 1259.95 00 I 3.67 I 7.42 i 7.500 I I 000 00 I 1 .0 I- 86.699 I- 0050 I- I- I- I- I- 0050 I- 43 I- 3.20 I- 1.30 I- 3.20 I- 013 I- 00 00 1- PIPE I 3537.699 I 1255.144 I 3.201 1258.345 I I 206.00 11.45 I 2.04 I 1260.38 00 I 3.67 I 7.42 I 7.500 I I 000 00 I 1 .0 I- 249.145 I- 0050 I- I- I- I- I- 0052 I- 1.29 f- 3.20 I- 1.30 I- 3.20 i- 013 I- 00 00 1- PIPE I 3786.844 1256.393 I I 3.150 1259.543 I I 206.00 11.70 I 2.12 i 1261.67 00 I 3.67 I 7.40 I 7.500 I I 000 00 I 1 .0 I- 153.156 I- 0050 I- I- I- I- I- 0057 I- 87 I- 3.15 i- 1.34 I- 3.20 I- 013 I- 00 00 1- PIPE I 3940.000 1257.160 I I 3.039 1260.199 I I 206.00 12.27 I 2.34 I 1262.54 00 I 3.67 I 7.36 I 7.500 i I 000 00 I 1 .0 I- 3.147 I- 0333 I- I- I- I- I- 0057 I- 02 I- 3.04 I- 1.43 I- 1.94 i- 013 I- 00 00 I- PIPE I 3943.147 1257.265 I I 3.132 1260.397 I I 206.00 11.79 I 2.16 I 1262.55 00 I 3.67 I 7.40 I 7.500 i I 000 00 I 1 .0 I- 2.853 I i- 0333 I- I I I- I- I I I- I- 0051 I I- 01 I I- 3.13 I- 1.35 I I- 1.94 I I- 013 I I- 00 I 00 I 1- PIPE I 01/23/03 H-7 3946.000 1257.360 3.248 1260.607 206.00 11.24 1.96 1262.57 .00 3.67 7.43 7.500 .000 .00 1 .0 I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 68.095 .0050 .0047 .32 3.25 1.26 3.21 .013 .00 .00 PIPE 01/23/03 H-8 01/23/03 H-9 FILE: FH-INT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-21-2003 Time:10:46:24 INTERIM Q25 FOOTHILL STORM DRAIN EAST OF HEMLOCK AVE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I FT) I Elev I CFS) I FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip I- L/Elem I- ICh Slope I I- -I- I I I- I I- I- SF Avel I- HF I- ISE DpthlFroude I- -I- NINorm Dp i- I "N" I X-Fa111 I- ZR I Type Ch 4014.095 I I 1257.698 I I 3.282 1260.980 I 206.00 11.08 I 1.91 1262.89 1 00 I 3.67 I 7.44 I I 7.500 I 000 00 I 1 .0 I- 77.818 I- 0050 I- -I- I- I- I- 0043 I- 33 I- 3.28 1.24 I- -I- 3.21 I- 013 I- 00 00 1- PIPE 4091.913 I I 1258.083 I 3.404 1261.487 I I 206.00 10.56 I 1.73 1263.22 I 00 I 3.67 1 7.47 I I 7.500 I 000 00 I 1 .0 25.893 0050 0038 10 3.40 1.15 3.21 013 00 00 PIPE 4117.807 I I 1258.212 I 3.531 1261.743 I I 206.00 10.07 I 1.58 1263.32 I 00 I 3.67 I 7.49 I I 7.500 I 000 00 I 1 .0 I- 5.684 I- 0050 I- -I- I- I- I- 0033 I- 02 I- 3.53 1.07 I- -I- 3.21 I- 013 I- 00 00 1- PIPE 4123.490 I i 1258.240 I 3.666 1261.906 I I 206.00 9.60 i 1.43 1263.34 I 00 I 3.67 I 7.50 I I 7.500 I 000 00 I 1 .0 01/23/03 H-9 01/23/03 1I-10 FILE: FH-ULT.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 1-23-2003 Time: 4:12:43 WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 7.500 CD 2 3 0 .000 6.000 8.000 000 .000 .00 CD 3 4 1 3.000 CD 4 4 1 8.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS ULTIMATE FOOTHILL STORM DRAIN Q100 HEADING LINE NO 2 IS EAST OF HEMLOCK AVE HEADING LINE NO 3 IS W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2108.580 1245.000 1 1245.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2159.580 1246.000 1 013 000 000 000 0 ELEMENT NO 3 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 2183.580 1247.860 2 013 000 000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2455.000 1249.220 2 013 000 000 000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2461.000 1249.420 2 3 0 .013 44.000 .000 1250.800 000 45.000 000 RADIUS ANGLE 000 000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2950.000 1251.870 2 013 000 000 000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2956.000 1252.070 2 013 000 000 000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3445.000 1254.510 2 013 000 000 000 0 ELEMENT NO 9 IS A JUNCTION 01/23/03 1I-10 01/23/03 H-11 U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT 4 PHI 3 PHI 4 3451.000 1254.710 4 3 0 013 29.000 .000 1256.100 000 45.000 000 RADIUS ANGLE 000 000 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3940.000 1257.160 4 013 000 000 000 0 W S P G W PAGE NO 3 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3946.000 1257.360 4 013 000 000 000 0 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4123.490 1258.240 4 013 000 000 000 0 ELEMENT NO 13 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 4123.490 1258.240 4 1258.240 01/23/03 H-11 It FILE: FH-ULT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-23-2003 Time: 4:12:47 ULTIMATE FOOTHILL STORM DRAIN Q100 EAST OF HEMLOCK AVE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I FT) I Elev I- I (CFS) I (FPS) I- Head I I- Grd.El.l I- Elev I- I Depth I Width I- IDia.-FTlor I.D.I ZL IPrs/Pip II- L/Elem I- ICh Slope I I- I I- I I SF Avel HF ISE DpthlFroude I- NINorm Dp i- I "N" I- I X -Fall) LR Type Ch 2108.580 I I 1245.000 I 5.879 1250.879 I 757.00 I 20.37 I 6.45 I 1257.33 00 I 6.84 I 6.17 I 7.500 i I 000 00 I 1 .0 22.300 0196 0102 23 5.88 1.46 4.64 013 00 00 PIPE 2130.880 I I 1245.437 I 6.091 1251.528 I 757.00 I 19.70 I 6.03 I 1257.55 00 I 6.84 I 5.86 I 7.500 I I 000 00 I 1 .0 I- 20.771 I- 0196 I- I- 1- I- I- 0095 I- 20 I- 6.09 I- 1.36 I- 4.64 I- 013 I- 00 00 1- PIPE 2151.651 I I 1245.844 i 6.428 1252.273 I 757.00 1 18.78 I 5.48 I 1257.75 00 I 6.84 i 5.25 I 7.500 I I 000 00 I 1 .0 I- 7.929 I- 0196 I- I- I- i- I- 0088 I- 07 I- 6.43 I- 1.19 I- 4.64 I- 013 I- 00 00 1- PIPE 2159.580 I I 1246.000 I 6.841 1252.841 I 757.00 t 17.91 I 4.98 I 1257.82 00 I 6.84 I 4.25 I 7.500 I I 000 00 I 1 .0 TRANS STR 0775 0085 20 6.84 1.00 013 00 00 PIPE 2183.580 I I 1247.860 6.422 I 1254.282 I 757.00 I 15.77 I 3.86 I 1258.14 00 i 6.00 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 271.420 I- 0050 I- I- I- i- I- 0093 I- 2.52 I- 6.42 i- 1.13 I- 6.00 I- 013 I- 00 00 1- BOX 2455.000 I I 1249.220 I 7.580 1256.800 I 757.00 I 15.77 I 3.86 I 1260.66 00 I 6.00 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- JUNCT STR I- 0333 I- I- I- i- I- 0082 I- 05 I- 7.58 i- 1.13 I- I- 013 i- 00 00 I- BOX 2461.000 I I 1249.420 8.179 t 1257.599 I 713.00 I 14.85 3.43 I I 1261.03 00. I 6.00 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- 489.000 i- 0050 I- I- I- I- I- 0082 I- 4.02 I- 8.18 I- 1.07 I- 6.00 I- 013 I- 00 00 1- BOX 2950.000 I I 1251.870 I- 9.754 I 1261.624 I 713.00 I 14.85 3.43 I I 1265.05 00 t 6.00 i 8.00 I 6.000 I 8.000 I 00 I 0 .0 I- 6.000 0333 I- I- I- I- I- 0082 I- 05 i- 9.75 I- 1.07 I- 2.99 I- 013 I- 00 00 1- BOX 2956.000 I I 1252.070 9.603 I 1261.673 I- I 713.00 i 14.85 3.43 I I 1265.10 00 I 6.00 I 8.00 I 6.000 I 8.000 I 00 I 0 .0 I- 489.000 I- 0050 I- I- I- I- 0082 I- 4.02 I- 9.60 I- 1.07 6.00 I- -I- 013 i- 00 00 1- BOX 01/23/03 H-12 01/23/03 H-13 FILE: FH-ULT.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-23-2003 Time: 4:12:47 ULTIMATE FOOTHILL STORM DRAIN Q100 EAST OF HEMLOCK AVE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I FT) I Elev I (CFS) I FPS) Head I Grd.E1.1 Elev 1 Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip I- L/Elem ICh I- Slope I I- I I- I- I I I- I- -I- SF Avel HF ISE I- DpthlFroude I- NINorm I- Dp I- I "N" I- I X-Fa111 I ZR Type Cki I 3445.000 I 1254.510 I 11.188 1265.698 I I 713.00 14.85 i I 3.43 1269.12 00 I 6.00 I 8.00 I 6.000 I I 8.000 00 I 0 .0 I- JUNCT STR I- 0333 I- I- I- I- I- -I- 0069 .04 I- 11.19 i- 1.07 I- I- 013 I- 00 00 I- BOX I 3451.000 I 1254.710 I 11.788 1266.498 I I 684.00 13.61 I I 2.88 1269.37 00 I 6.62 I 00 I 8.000 I 1 000 00 1 1 .0 I- 489.000 I- 0050 I- I- I- I- I- -i- 0056 2.75 I- 11.79 I- 00 I- 7.11 I- 013 I- 00 00 1- PIPE I 3940.000 I 1257.160 I 12.088 1269.248 I I 684.00 13.61 I I 2.88 1272.12 00 I 6.62 I 00 I 8.000 I I 000 00 1 1 .0 6.000 0333 0056 .03 12.09 00 3.57 013 00 00 PIPE I 3946.000 I 1257.360 11.922 I 1269.281 I I 684.00 13.61 I I 2.88 1272.16 00 I 6.62 I 00 I 8.000 I I 000 00 I 1 .0 I- 177.490 I- 0050 I- I- I- I- I- -I- 0056 1.00 I- 11.92 I- 00 I- 7.19 I- 013 I- 00 00 1- PIPE I 4123.490 I- I 1258.240 I- 12.040 I- I 1270.280 I- I I 684.00 I- 13.61 I- I I 2.88 1273.16 I- -I- 00 I- I 6.62 I- I 00 I- I 8.000 I- I I 000 I- 00 I 1 .0 I- 01/23/03 H-13 R FILE: MODELI.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 1-23-2003 Time: 5:30:55 WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 6.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS HYDRAULICS @ Q25 MODEL 1 HEADING LINE NO 2 IS INTERIM TRIBUTARY FLOW FROM BASELINE TO MILLER EAST OF HEMLOCK HEADING LINE NO 3 IS W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 9564.550 1228.480 1 1238.910 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9877.670 1230.610 1 013 000 000 000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10050.000 1231.760 1 013 000 000 000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10167.670 1232.580 1 013 000 000 000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 10167.670 1232.580 1 1232.580 01/23/03 H-14 FILE: MODELI.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-23-2003 Time: 5:31: 0 HYDRAULICS @ Q25 MODEL 1 INTERIM TRIBUTARY FLOW FROM BASELINE TO MILLER EAST OF HEMLOCK I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 9564.550 1228.480 10.430 1238.910 398.00 14.08 3.08 1241.99 .00 5.32 .00 6.000 .000 .00 1 .0 I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 313.120 .0068 .0088 2.77 10.43 .00 6.00 .013 .00 .00 PIPE i I I I I I I I I I I I I 9877.670 1230.610 11.065 1241.675 398.00 14.08 3.08 1244.75 .00 5.32 .00 6.000 .000 .00 1 .0 172.330 .0067 .0088 1.52 11.07 .00 6.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 10050.000 1231.760 11.437 1243.197 398.00 14.08 3.08 1246.27 .00 5.32 .00 6.000 .000 .00 1 .0 I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 117.670 .0070 .0088 1.04 11.44 .00 6.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 10167.670 1232.580 11.657 1244.237 398.00 14.08 3.08 1247.31 .00 5.32 .00 6.000 .000 .00 1 .0 I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 01/23/03 H-15 REFERENCES & MAPS t L 01/24/03 R-1 Ih wLLEY I -i-- _ d_I :R I WR2W rl : RIE _'— IT4N W I I R W I R6W I I I R5W I i4Wly T°,30 I _ I I N .n 1 w c I I S / T HE9PEfl1A I _ I a l, ; 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I -• - -" - 1- l _ __ - _ I — 1 ' PRECHES) lr`a's 4 sd 1*82° coNTROL- IF -NIN p COUNTY SAN B R 1PITllTtON (INC B ISOL'NES u3fl ,., u L 1.T3S _i I t• j A L I T; l y,, , • • . ; it I .. ,: ---i--.-_.... ` I"i'! i 11 4.1 i Uj.' ._;........_ 7.........; r J iI lK v: I ; rbc y : 1 411 ST J I I i__.........__ ......................_.._... .... L----- t 'fvht.._0................... - - a Qs !'=192. _..fs................. EXJ USING 50% UNDEVELOPED Qu =398 ofs PROP. INTERIM JFUTURE;-9 I INV 13011301 1 EX. DETENTION BASIN 30" RCP INTERIM PER 'I i - - - ........... - I rnn7}j of uP \, - ...... _ ---...__._.... _... T 1SI- I 12 8 INV { 1 ._....... N zz I Lj a UN a I SCALE IN FEET 0 300 600 900 1200 PRELIMINARY REGIONAL INTERIM HYDROLOGY MAP PLANS PREPARED BY MADOLE & ASSOCIATES, INC. CONSULTING CIVIL ENGINEERSgarANDLANDPLANNERS 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 909) 948-1311 LEGEND INTERIM TRIBUTARY AREA SUBAREA BOUNDARY A2 SUBAREA NUMBER AI.T INTERIM AREA L=500' DISTANCE BETWEEN NODES FLOW ARROW 02W 25 -YR STORM INTERIM FLOW TRIBUTARY TO EXIST. 66" RCP PRELIMINARY REGIONAL INTERIM HYDROLOGY MAP PLANS PREPARED BY MADOLE & ASSOCIATES, INC. CONSULTING CIVIL ENGINEERSgarANDLANDPLANNERS 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 909) 948-1311 INTERIM HGL (025) o $ — ` IN, RCp 5=0.005 zn — — — — 30 INTER HGL (025)--/5= .0050 wxN 025-713cfs,251NT=206cfs INSTALL 445 L 8' % 6' RCB 30+00 31+00 32+00 33+00 6 Noo z - - - 00 31+00 32+00 33+00 I - F— - -4— to = wxN U CONSTRUCTION NOTES 0 INSTALL 66" RCP, D -LOAD PER PROFILE O2 INSTALL S' % 6' RCB O3 INSTALL 96" RCP, D -LOAD PER PROFILE CONSTRUCT MANHOLE PER A.P.W.A. STD. 322-1. 50 CONSTRUCT MANHOLE PER A.P.W.A. STD. 320-1. DIAL TWO W BEFORE ORKING ORE DAYS BEFOREEFDIGYOuDIG TOLL TREE OUND SERVICE ALERTAPUBLICSERVICEBYUNDERGROUNDSERVICEALERT 025-684cfs, 0451NT=2060f: INSTALL 489 F 90" RCP Icfs, 0251NT=206cfs 177.49 LF 90" RCP PROFILE HDRIZ 1'= 40' VERT 1- 4' 34+00 35+00 PLAN 1- 40' 6+00 37+00 38+00 39+00 40+00 SCALE IN FEET 0 40 80 120 160 5 5 x U U o 0 o ama + 34+00 35+00 36+00 37+00 38+00 39+00 40+00 r 41+00 42+00 I I I Li I I IQ QZQ I J I i I iCAI I I I I 1 I 1 I ELEVATION: r PRELIMINARY - NOT FOR CONSTRUCTION 0: SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. S N. 62183 O E.P 9 -aa -o3 a r9'f cp 6o z Prepared Under The Supervision Of : raoaa NDINA PMOF 10B01 GHURCH STIW, SM. 107 RANCHO cucvaoNOA, CA 917'30 pryOME QiOH) WB 1911 Date : w+46-(U C.L. MH STORM DRAIN CONCEPTUAL PLANS DR""" v FOOTHILL BLVD . REGIONAL STORM EAST OF HEMLOCK SCALE. Ern DAIS: artWD BY: MJG 1271.0 IM— 2 2RCEW93Ew'a' cl Y ENGINEER R.C.E. 1152 OATS on a EXIST. GROUND OVER PIPE— — n ULTIMATE HCL (0100) ULTIMATE HGL (0100) INTERIM HGL (025) o $ — ` IN, RCp 5=0.005 zn — — — — 30 INTER HGL (025)--/5= .0050 wxN 025-713cfs,251NT=206cfs INSTALL 445 L 8' % 6' RCB 30+00 31+00 32+00 33+00 6 Noo z - - - 00 31+00 32+00 33+00 I - F— - -4— to = wxNU CONSTRUCTION NOTES 0 INSTALL 66" RCP, D -LOAD PER PROFILE O2 INSTALL S' % 6' RCB O3 INSTALL 96" RCP, D -LOAD PER PROFILE CONSTRUCT MANHOLE PER A.P.W.A. STD. 322-1. 50 CONSTRUCT MANHOLE PER A.P.W.A. STD. 320-1. DIAL TWO W BEFORE ORKING ORE DAYS BEFOREEFDIGYOuDIG TOLL TREE OUND SERVICE ALERTAPUBLICSERVICEBYUNDERGROUNDSERVICEALERT 025-684cfs, 0451NT=2060f: INSTALL 489 F 90" RCP Icfs, 0251NT=206cfs 177.49 LF 90" RCP PROFILE HDRIZ 1'= 40' VERT 1- 4' 34+00 35+00 PLAN 1- 40' 6+00 37+00 38+00 39+00 40+00 SCALE IN FEET 0 40 80 120 160 5 5 x U U o 0 o ama + 34+00 35+00 36+00 37+00 38+00 39+00 40+00 r 41+00 42+00 I I I Li I I IQ QZQ I J I i I iCAI I I I I 1 I 1 I ELEVATION: r PRELIMINARY - NOT FOR CONSTRUCTION REV" DESCRIPTION DATE ENOR, CITY DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH CONDITIONS AND STANDARDS IN EFFECT. S N. 62183 O E.P 9 -aa -o3 a r9'f cp 6o z Prepared Under The Supervision Of : raoaa NDINA PMOF 10B01 GHURCH STIW, SM. 107 RANCHO cucvaoNOA, CA 917'30 pryOME QiOH) WB 1911 Date : CITY OF FONTANA, CALIFORNIA STORM DRAIN CONCEPTUAL PLANS DR""" v FOOTHILL BLVD . REGIONAL STORM EAST OF HEMLOCK SCALE. OESIWD BY: MJG DAIS: artWD BY: MJG APPROM Br. DRAW= Na: 2 2RCEW93Ew'a' cl Y ENGINEER R.C.E. 1152 OATS J, a V,p o_ N 65 EXIST. GROUNDOVERPIPE v ULTIMATE HCL (0100) 000 n ULTIMATE HGL (p 100) O M oZII 1258 JQ INTERIM HGL (025) t^ INTERIM HGL (025) G6R S=0.0050 tHt? 4y 3g I A I S=0.0050 124843 P 2y9 S=0.00 0 L 5=0.0050 o- Z pGn+NNNR CaoC; ° o2 Z N Ntz 1245 Np 001 Nd N ri N N Y d andO+ N Oi jm LLN- +d wN dT NN d N 0100-757tfs,0251NT=206tfs 0100=75 cfs. 0251X7=206tfs Otoo=713cfs 0251X7=206cfs INSTALL 51.00 LF 86" RCP INSTALL 27 42 LF 8' X 6' RCB INSTALL 489 LF 8• X 6' RCS 025= 13cfs, 0251NT=206cfs PROFILE INSTAI L 44 LF 8' X 6' RCB HORIz 1'= 40' VERT 1'= a 20+00 21+00 22+00 23+00 24+00 25+00 PLAN 1'= 40' 6+00 27+00 28+00 29+00 30+00 31+00 32+00 HEMLOCK AVE. SCALE IN FEET a I 0 40 80 120 160 II X I I a 5 5 I CONSTRUCTION NOTES o 0 UN O1 INSTALL 66" RCP, D -LOAD PER PROFILE N o0 o INSTALL 8' X 6' RCB m v N N 0 O3 INSTALL 96" RCP, 0 -LOAD PER PROFILE 1 2 2 2 M CONSTRUCT MANHOLE PER A.P.W.A. STD. 322-1. 20+00 21+0 22+00 23+00 2a+00 25+00 26+00 27+00 28+00 29+00 30 n z 5 CONSTRUCT MANHOLE PER AP. W.A. STD. 320-1. I - r - r - r— - _ - - - w M Z W U N 5 0 N O I Iml 1 I I 4I 1 FOOTHILL BLVD. BEN91 MAN: # BASIS OF 8EAPoNGS: PRELIMINARY - NOT FOR CONSTRUCTIONEUVADON. • aEY RE"SPO'+ DESCRwRON DATE ENOR. aTY Of SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT Prepared Under The Supervision Of : CITY OF FONTANA, CALIFORNIA IJ,) T'lao-) T COMMENCE WITHIN TWO YEARS OF THE DATE OFAPPROVAL 2 s SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, Na, 62183 w g PrAp"m ON offm OF 10801 CHURCH STREET.IiTE./07 STORM DRAIN CONCEPTUAL PLANS r. v FOOTHILL BLVD. JV i"=40' DIAL TWO WORKING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO a E.p 9-30-05 , PHONE« 948-13119173° uvcNED BY: REGIONAL STORM DATE: BEFORE DAYS BEFORE 0 s MJG EAST OF HEMLOCKYOUDIGr0uDIGctvl ? mac BRING THEM INTO CONFORMANCE WITH CONDITIONS AND CAl\F Dote : CNEE(ED BY APPROVED BC DRAWING NO.: 1TOLLFREE M)ND SERVICEAPUBLICSERVICEBYUNDERGROUNDSERVICE ALERTALERT STANDARDS IN EFFECT. RCEOM83 EXP. MJG 2ITVENGINEERR.C.E. 511 DATE Ln 1250. 000 cr. 1248. 000 1246.000 1244. 000 i 1242. 000 I 1240. 000 1238. 000 u) 1236. 000 ao 1234. 000 ti 1232. 000 1230. 000 1228. 000 ELEVATIONS 0 u-) U-) 4 ON WATER SURFACE PRESSURE GRADIENT ANALYSIS MODEL 1 HYDRAULIC EXHIBIT N N 4 4 U U co FS OVER EXISTING 72" RCP I HGL (Q25 398 cfs) Ln co 00 0 r- 0 o r- D D 0 r u) o ao o 0 0 m EXCERPT E FOOTHILL BLVD & BEECH AVENUE IMPROVEMENT PLANS EXHIBITS EXHIBIT A: PRE- PROJECT CONDITION RATIONAL METHOD HYDROLOGY MAP 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Engineering & Consulting, Inc. EXHIBIT B: POST- PROJECT CONDITION RATIONAL METHOD HYDROLOGY MAP 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Engineering & Consulting, Inc. EXHIBIT C: DRAINAGE FACILITIES MAP 41660 IVY STREET, SUITE A MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Engineering & Consulting, Inc.