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HomeMy WebLinkAbout7. Preliminary Drainage & Hydrology Study (1)JN 2024.2425 R:\24\2425\PRELIM\REPORTS\HYDRO\2425 Prelim Hydrostudy.doc PREPARED FOR: PREPARED BY: KWC Engineers 1880 Compton Avenue, Suite 100 Corona, CA 92881 Brandon Barnett, P.E. Tel: (951) 734-2130 www.kwcengineers.com Alberhill Holdings, LLC 505 Lomas Santa Fe Drive, Suite 230 Solana Beach, CA 92075 Andy Petitjean (714) 944-3044 Stockdale Industrial City of Lake Elsinore, County of Riverside, California PRELIMINARY DRAINAGE REPORT July 2024 JN 2024.2425 R:\24\2425\PRELIM\REPORTS\HYDRO\2425 Prelim Hydrostudy.doc TABLE OF CONTENTS Section Name Page Number LIST OF TABLES .......................................................................................................... ii LIST OF FIGURES ........................................................................................................ ii LIST OF APPENDICES ................................................................................................. ii Section 1 - Introduction ................................................................................................. 1 1.1 Purpose of Study .......................................................................................... 1 1.2 Project Description ........................................................................................ 1 1.3 Floodplain Mapping ...................................................................................... 2 1.4 Design Criteria .............................................................................................. 2 Section 2 – Hydrologic Data and Model Development .................................................. 4 2.1 Rational Method Hydrology .......................................................................... 4 2.2 Hydrologic Soil Types ................................................................................... 4 2.3 Landuse Runoff Coefficient .......................................................................... 4 2.4 Rainfall Data ................................................................................................. 4 2.5 Existing Condition ......................................................................................... 5 2.6 Proposed Condition ...................................................................................... 6 2.7 Regional Detention Basin ............................................................................. 8 Section 3 – Conclusions .............................................................................................. 10 Section 4 – References ............................................................................................... 11 Preliminary Drainage Report i LIST OF TABLES Table 1. Summary of Rational Method Discharges at Catch Basin Inlets .................... 7 LIST OF FIGURES Figure 1: Project Vicinity Map Figure 2: Aerial Map with Project Boundary Figure 3: Proposed Conditions Figure 4: Regional Detention Basin Proposed Condition Tributary Watersheds LIST OF APPENDICES Appendix A: RCFC&WCD Hydrologic Data Appendix B: Proposed Condition Hydrology Key Map Appendix C: Proposed Condition Rational Method Hydrology Calculations Appendix D: FEMA Flood Insurance Rate Map Appendix E: Stockdale Industrial Project Conceptual Grading Plan Appendix F: Hydrologic Analysis for Nichols Road, Tract No. 28214 and Tract No. 30836 Lake Elsinore, California Preliminary Drainage Report 1 Section 1 INTRODUCTION 1.1 PURPOSE OF STUDY The purpose of this study is to hydrologically model the project onsite and offsite tributary watersheds impacting the site and to provide the 10-year and 100-year discharges at the proposed catch basin/storm drain locations for preliminary sizing of the onsite storm water facilities. 1.2 PROJECT DESCRIPTION The Stockdale Industrial Project consists of a 61.1 acre industrial development located at the southeast corner of Nichols Road and Terra Cotta Road, in the City of Lake Elsinore, California (see Figure 1). Figure 1: Project Vicinity Map The Project proposes a single 1,250,000 square foot industrial building that includes up to 40,000 square feet of office space. The proposed site plan includes 204 dock doors, 462 standard vehicle parking stalls, 249 trailer parking stalls, landscape areas, and two onsite water quality basins. The Preliminary Drainage Report 2 project site plan proposes primary access off the realigned Pierce Street and Baker Street intersection along the east side of the property. Nichols Road will be improved from the intersection of Terra Cotta Road to the intersection of Pierce Street. The half width drainage of the street will be captured within catch basins at low points and piped into the Nichols storm drain. Pierce Street will be improved from the intersection of Baker Street to the intersection of Hoff Avenue. The full width drainage of the street will be captured within catch basins at low points and piped into storm drain. The storm drain will be routed into the proposed regional detention basin. Offsite flows impact the site from the south via a double 66” RCP culvert. A proposed storm drain will intercept the offsite flows from the south and convey the flows around the project to the proposed regional detention basin located at the southwest corner of Nichols Road and Baker Street. Also, there is a 66” storm drain along Nichols Road which terminates and discharges onto the property. Under proposed conditions, the Nichols Road storm drain will be extended to the Regional Detention Basin and will no longer discharge onto the property. In addition, there is a 36” storm drain crossing Nichols Road from the north which discharges onto the property. When the Nichols Road storm drain is extended, a connection will be made with the 36” storm drain and will no longer discharge onto the property. 1.3 FLOODPLAIN MAPPING The National Flood Insurance Act (1968) established the National Flood Insurance Program, which is based on the minimal requirements for floodplain management and is designed to minimize the flood damage within Other Flood Areas. The Federal Emergency Management Agency (FEMA) is the agency which administrates the National Flood Insurance Program. The project site is located on FIRM Panel No. 06065C2028G, effective date August 28, 2008. Review of the FIRM indicated the project site is in Zone X (unshaded). The Zone X (unshaded) are areas determined to be outside of the 0.2 annual chance flood (500-year floodplain). There are no mandatory flood insurance requirements for this area. A copy of the FIRM Map with the project boundary is included in Appendix D. 1.4 DESIGN CRITERIA The following are design criteria for this project, based on the Riverside County Hydrology Manual. Protection Levels 1.The 100-year flood shall be contained 1’ below the building pads. Preliminary Drainage Report 3 2.The 10-year flood shall be contained within the top of curbs. 3.Catch Basins and storm drain systems shall be designed to convey the 100-year flows. 4. The final design of the drainage facilities will conform to the increase runoff criteria of the Plan Check Policies and Guidelines Preliminary Drainage Report 4 Section 2 HYDROLOGIC DATA AND MODEL DEVELOPMENT 2.1 RATIONAL METHOD HYDROLOGY The hydrologic analysis was performed in accordance with the Riverside County Flood Control and Water Conservation District Hydrology Manual (RCHM) dated 1978. Rational method hydrology computations were performed using the CivilDesign version 7.1 computer program. The 10-year and 100-year discharges at each node were computed by generating a hydrologic “link-node” model which divides the area into hydrologic “node” point determined from the existing topography and/or proposed street layout. The hydrology maps and calculations are included in appendices described in the following sections. 2.2 HYDROLOGIC SOIL TYPES Hydrologic soil data was obtained from Plate C-1.41 (Hydrologic Soils Group Map for Elsinore) of the RCHM. Review of the soil map indicated that the project site consists of Soil Type B and Soil Type D. The soil delineations were transferred onto the hydrology maps for determination of the subarea’s percent soil types. Plate C-1.41 is included in Appendix A with project boundary overlayed for reference. 2.3 LANDUSE RUNOFF COEFFICIENT The onsite proposed conditions were modeled using the “Commercial Development” coefficient and 90% impervious (per the RCHM recommendations) to describe the onsite development characteristics. 2.4 RAINFALL DATA Rainfall intensities for the 2-year (0.57”/hr) and 100-year (1.45”/hr) storm events were taken from the Isohyetal Maps shown on Plates D-4.4 and D-4.5 of the RCHM. The slope of the Intensity-Duration-Curve (0.45) was taken from Plate D-4.6. Plates D-4.4, D-4.5, and D-4.6 are included in Appendix A. To determine the 10-year intensity, the CivilDesign software performs an interpolation using the 2-year and 100-year intensities to determine the intermediate intensity (e.g., 5-year and 10-year intensities). Preliminary Drainage Report 5 2.5 EXISTING CONDITION The site is presently vacant, except for two rural residential homes located at the southern boundary, and an interim bio-retention/detention basin as shown in Figure 2. Land cover within the project boundary consists mostly of grasses and scattered brushes/trees. The site topography is generally flat with rolling hills. Surface runoff flows from the west to east towards the intersection of Baker Street and Pierce Street. The project is in an area of rapid development; Terracina (Tract 36557) located directly south, and Alberhill Ranch (Tract 28214) located to the west, are both under construction. Figure 2: Aerial Map with Project Boundary Offsite runoff enters the project boundary from three locations; a double 66” RCP culvert from the south, a 66” storm drain along Nichols Road, and a 36” RCP from the north side of Nichols Road. The offsite flows from the south will be collected in a proposed storm drain and conveyed around the site to the future Regional Detention Basin. The 66” RCP along Nichols Road will be extended to the future Regional Detention and the existing 36” RCP will connect to the extended 66” RCP. Preliminary Drainage Report 6 2.6 PROPOSED CONDITION In the proposed condition, improvements consist of a large industrial/warehouse type building, parking area with asphalt pavements, concrete slabs, landscape areas, and improvements to Baker Street, Pierce Street, Terra Cotta Road, and Nichols Road (see Figure 3). Figure 3: Proposed Condition Street improvements are proposed for Baker Street, Pierce Street, Terra Cotta Road, and Nichols Road. A single building is proposed, approximately 1,250,000 square feet, with landscape areas, driveways, and an onsite drainage system which will drain to two bioretention basins for water quality treatment. After water quality treatment, outflows from the project site are conveyed to a Regional Detention Basin for increase runoff mitigation. The offsite flows from the south will be collected in a proposed storm drain and conveyed around the site to the future Regional Detention Basin. The 66” RCP along Nichols Road will be extended to the future Regional Detention and the existing 36” RCP will connect to the extended 66” RCP. Refer to Proposed Condition Hydrology Key Map in Appendix D for locations of the drainage sub-areas and peak flows. The design and analysis of the proposed Regional Detention Preliminary Drainage Report 7 Basin is included in a separate report by others (WEST Consultants Inc., November 2007), see Section 2.7 of this report and Appendix F. Hydrologic calculations were evaluated for surface water runoff associated with the 10-year and 100-year storm frequency. The proposed condition watershed boundaries were delineated using the project’s conceptual grading plan. Hydrologic land cover for the development is considered commercial. Table 1 summarizes the proposed condition 10 and 100-year rational method results. Refer to the proposed condition Hydrology Map (Appendix B) for locations of the drainage subareas and catch basin inlets. Table 1: Summary of Rational Method Discharges at Catch Basin Inlets Node Number Area (ac) Catch Basin ID 10-Year Discharge (cfs) 100-Year Discharge (cfs) 11 4.46 1 9.5 14.9 21 5.28 2 9.1 14.3 31 5.57 3 9.7 15.2 41 5.86 4 10.2 16.0 51 0.45 5 1.0 1.6 62 1.37 6 2.8 4.5 71 1.95 7 3.5 5.5 18 0.04 8 0.1 0.1 81 0.75 9 1.6 2.5 101 0.24 10 0.6 0.9 102 0.26 11 0.6 0.9 83 0.33 12 0.7 1.1 84 0.33 13 0.7 1.0 97 1.54 14 3.0 4.7 111 6.92 15 11.9 18.6 116 5.35 16 9.4 14.7 121 5.37 17 9.4 14.7 126 3.97 18 6.9 10.8 91 0.23 19 0.3 0.5 92 0.24 20 0.3 0.5 131 0.64 21 1.5 2.3 141 0.43 22 0.9 1.4 146 0.66 23 1.4 2.1 151 0.20 24 0.5 0.8 156 0.06 25 0.2 0.2 10-year and 100-year rational method calculations are included in Appendix D. Preliminary Drainage Report 8 2.9 REGIONAL DETENTION BASIN KWC Engineers contracted with WEST Consultants to perform a hydrologic and detention pond analysis for Nichols Road, Alberhill Ranch Project (Tract No. 28214) and Hoist Project (Tract No. 30836) as part of the future Regional Detention Basin located at the southwest corner of Nichols Road and Baker Street. Figure 4 shows the proposed condition watersheds tributary to the basin. Figure 4: Regional Detention Basin Proposed Condition Tributary Watersheds Existing and proposed hydrologic conditions were analyzed using the synthetic unit hydrograph method as outlined in the RCHM. The increase runoff mitigation facility (Regional Detention Basin) was verified for the 2-year, 5-year, and 10-year return periods with the 1-hour, 3-hour, 6-hour, and 24-hour duration events, such that the proposed conditions peak outflow for the entire development is not greater than the existing conditions peak outflow. The basin was sized to pass the 100-year storm without damage to the facility. Preliminary Drainage Report 9 The proposed Regional Detention Basin will route flows from all the proposed development watersheds and offsite areas before discharging back into the proposed Nichols Road Storm Drain which then discharges into the Temescal Wash. The Detention Basin tributary watershed consist of 125 acres within the southeastern portion of the Alberhill Ranch development and the entire Hoist development. The tributary watershed also includes about 200 acres of undeveloped lands located south of Nichols Road (which may be developed in the future) and about 100 acres located within the MSHP boundaries whose land use conditions will not change due to the proposed development. Preliminary Drainage Report 10 Section 3 CONCLUSIONS This preliminary drainage study has evaluated the potential effects of runoff for the proposed project. Rational Method calculations were performed to determine the 10-year and 100-year discharges for the onsite proposed conditions. The discharges determined in this report can be used to preliminarily size the catch basins and storm drains to support the Stockdale Industrial project. The locations of drainage facilities shown on the Proposed Condition Hydrology Map are intended for conceptual purposes only and will be refined in the design review and final engineering process. The proposed onsite storm drain system calculations will also be performed in the final engineering phase. Pipes will be designed as reinforced concrete pipe (RCP). Increase runoff mitigation will be provided using the proposed Regional Detention Basin as described in the study report prepared by WEST Consultants, see Appendix F. Preliminary Drainage Report 11 Section 4 REFERENCES Riverside County Flood Control and Water Conservation District, Hydrology Manual, April 1978. KWC Engineers, Stockdale Industrial Project Conceptual Grading Plan, July 2024 WEST Consultants, Inc., Hydrologic Analysis for Nichols Road Tract No. 28214 and Tract No. 30836 Lake Elsinore, CA, November 2007 Appendix A RCFC&WCD HYDROLOGIC DATA Proje ctWatershed Proje ctWatershed ProjectWatershed ProjectWatershed ProjectWatershed Appendix B PROPOSED CONDITION HYDROLOGY KEY MAP BOT= 126512671272BOT= 1254.5BOT= 12821284 1 2 8 4 2:1 2:1BOT= 1292.51293.51293.5 Appendix C PROPOSED CONDITION RATIONAL METHOD HYDROLOGY CALCULATIONS Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 ‐ 2005 Version 7.1 Rational Hydrology Study        Date: 07/29/24  File:2425P10.out ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Stockdale Industrial Drainage Area A Proposed Condition 10‐Year Storm ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information **********  English (in‐lb) Units used in input data file ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6062 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) =   10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation =  0.570(In.) 100 year, 1 hour precipitation =  1.450(In.) Storm event year =  10.0 Calculated rainfall intensity data: 1 hour intensity =  0.932(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       10.000 to Point/Station       11.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   695.000(Ft.) Top (of initial area) elevation =  1339.000(Ft.) Bottom (of initial area) elevation =  1298.950(Ft.) Difference in elevation =    40.050(Ft.) Slope =    0.05763  s(percent)=       5.76 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    7.274 min. Rainfall intensity =      2.409(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      9.518(CFS) Total initial stream area =        4.460(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       11.000 to Point/Station       12.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1294.000(Ft.) Downstream point/station elevation =  1291.100(Ft.) Pipe length  =   420.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     9.518(CFS) Nearest computed pipe diameter  =     21.00(In.) Calculated individual pipe flow  =     9.518(CFS) Normal flow depth in pipe =   13.23(In.) Flow top width inside pipe =   20.28(In.) Critical Depth =   13.76(In.) Pipe flow velocity =      5.96(Ft/s) Travel time through pipe =    1.17 min. Time of concentration (TC) =     8.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       11.000 to Point/Station       12.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      4.460(Ac.) Runoff from this stream =      9.518(CFS) Time of concentration =    8.45 min. Rainfall intensity =     2.252(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       20.000 to Point/Station       21.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   682.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.000(Ft.) Difference in elevation =     4.400(Ft.) Slope =    0.00645  s(percent)=       0.65 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.187 min. Rainfall intensity =      1.985(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.799 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.201 RI index for soil(AMC 2)  =  59.82 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      9.138(CFS) Total initial stream area =        5.280(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       21.000 to Point/Station       12.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1293.000(Ft.) Downstream point/station elevation =  1291.900(Ft.) Pipe length  =    90.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     9.138(CFS) Nearest computed pipe diameter  =     18.00(In.) Calculated individual pipe flow  =     9.138(CFS) Normal flow depth in pipe =   12.04(In.) Flow top width inside pipe =   16.95(In.) Critical Depth =   14.02(In.) Pipe flow velocity =      7.28(Ft/s) Travel time through pipe =    0.21 min. Time of concentration (TC) =    11.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       21.000 to Point/Station       12.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      5.280(Ac.) Runoff from this stream =      9.138(CFS) Time of concentration =   11.39 min. Rainfall intensity =     1.968(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        9.518      8.45          2.252 2        9.138     11.39          1.968 Largest stream flow has longer or shorter time of concentration Qp =      9.518 + sum of   Qa          Tb/Ta    9.138 *    0.742 =      6.776 Qp =     16.294 Total of 2 main streams to confluence: Flow rates before confluence point:        9.518       9.138 Area of streams before confluence:         4.460        5.280 Results of confluence: Total flow rate =     16.294(CFS) Time of concentration =     8.448 min. Effective stream area after confluence  =      9.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       12.000 to Point/Station       13.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1291.900(Ft.) Downstream point/station elevation =  1289.600(Ft.) Pipe length  =   452.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    16.294(CFS) Nearest computed pipe diameter  =     24.00(In.) Calculated individual pipe flow  =    16.294(CFS) Normal flow depth in pipe =   19.88(In.) Flow top width inside pipe =   18.11(In.) Critical Depth =   17.46(In.) Pipe flow velocity =      5.85(Ft/s) Travel time through pipe =    1.29 min. Time of concentration (TC) =     9.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       12.000 to Point/Station       13.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      9.740(Ac.) Runoff from this stream =     16.294(CFS) Time of concentration =    9.74 min. Rainfall intensity =     2.113(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       30.000 to Point/Station       31.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   677.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1297.930(Ft.) Difference in elevation =     4.470(Ft.) Slope =    0.00660  s(percent)=       0.66 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.102 min. Rainfall intensity =      1.991(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.795 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.205 RI index for soil(AMC 2)  =  59.90 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      9.674(CFS) Total initial stream area =        5.570(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       31.000 to Point/Station       13.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.000(Ft.) Downstream point/station elevation =  1289.600(Ft.) Pipe length  =    90.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     9.674(CFS) Nearest computed pipe diameter  =     15.00(In.) Calculated individual pipe flow  =     9.674(CFS) Normal flow depth in pipe =   11.30(In.) Flow top width inside pipe =   12.94(In.) Critical Depth =   14.11(In.) Pipe flow velocity =      9.75(Ft/s) Travel time through pipe =    0.15 min. Time of concentration (TC) =    11.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       31.000 to Point/Station       13.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      5.570(Ac.) Runoff from this stream =      9.674(CFS) Time of concentration =   11.26 min. Rainfall intensity =     1.979(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       16.294      9.74          2.113 2        9.674     11.26          1.979 Largest stream flow has longer or shorter time of concentration Qp =     16.294 + sum of   Qa          Tb/Ta    9.674 *    0.865 =      8.367 Qp =     24.661 Total of 2 main streams to confluence: Flow rates before confluence point:       16.294       9.674 Area of streams before confluence:         9.740        5.570 Results of confluence: Total flow rate =     24.661(CFS) Time of concentration =     9.735 min. Effective stream area after confluence  =     15.310(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       13.000 to Point/Station       14.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1289.600(Ft.) Downstream point/station elevation =  1288.000(Ft.) Pipe length  =   452.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    24.661(CFS) Nearest computed pipe diameter  =     30.00(In.) Calculated individual pipe flow  =    24.661(CFS) Normal flow depth in pipe =   24.89(In.) Flow top width inside pipe =   22.55(In.) Critical Depth =   20.30(In.) Pipe flow velocity =      5.67(Ft/s) Travel time through pipe =    1.33 min. Time of concentration (TC) =    11.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       13.000 to Point/Station       14.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     15.310(Ac.) Runoff from this stream =     24.661(CFS) Time of concentration =   11.06 min. Rainfall intensity =     1.994(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       40.000 to Point/Station       41.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   681.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.000(Ft.) Difference in elevation =     4.400(Ft.) Slope =    0.00646  s(percent)=       0.65 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.177 min. Rainfall intensity =      1.985(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.474 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.526 RI index for soil(AMC 2)  =  65.99 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =     10.202(CFS) Total initial stream area =        5.860(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       41.000 to Point/Station       14.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.000(Ft.) Downstream point/station elevation =  1288.000(Ft.) Pipe length  =    91.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    10.202(CFS) Nearest computed pipe diameter  =     15.00(In.) Calculated individual pipe flow  =    10.202(CFS) Normal flow depth in pipe =    9.73(In.) Flow top width inside pipe =   14.32(In.) Critical depth could not be calculated. Pipe flow velocity =     12.12(Ft/s) Travel time through pipe =    0.13 min. Time of concentration (TC) =    11.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       41.000 to Point/Station       14.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      5.860(Ac.) Runoff from this stream =     10.202(CFS) Time of concentration =   11.30 min. Rainfall intensity =     1.976(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       24.661     11.06          1.994 2       10.202     11.30          1.976 Largest stream flow has longer or shorter time of concentration Qp =     24.661 + sum of   Qa          Tb/Ta   10.202 *    0.979 =      9.988 Qp =     34.649 Total of 2 main streams to confluence: Flow rates before confluence point:       24.661      10.202 Area of streams before confluence:        15.310        5.860 Results of confluence: Total flow rate =     34.649(CFS) Time of concentration =    11.065 min. Effective stream area after confluence  =     21.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       14.000 to Point/Station       15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1288.000(Ft.) Downstream point/station elevation =  1286.000(Ft.) Pipe length  =   703.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    34.649(CFS) Nearest computed pipe diameter  =     36.00(In.) Calculated individual pipe flow  =    34.649(CFS) Normal flow depth in pipe =   28.69(In.) Flow top width inside pipe =   28.97(In.) Critical Depth =   22.95(In.) Pipe flow velocity =      5.74(Ft/s) Travel time through pipe =    2.04 min. Time of concentration (TC) =    13.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       14.000 to Point/Station       15.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     21.170(Ac.) Runoff from this stream =     34.649(CFS) Time of concentration =   13.11 min. Rainfall intensity =     1.848(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       50.000 to Point/Station       51.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   325.000(Ft.) Top (of initial area) elevation =  1303.880(Ft.) Bottom (of initial area) elevation =  1296.700(Ft.) Difference in elevation =     7.180(Ft.) Slope =    0.02209  s(percent)=       2.21 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    6.502 min. Rainfall intensity =      2.534(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      1.011(CFS) Total initial stream area =        0.450(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       51.000 to Point/Station       15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1290.600(Ft.) Downstream point/station elevation =  1286.000(Ft.) Pipe length  =    27.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     1.011(CFS) Nearest computed pipe diameter  =      6.00(In.) Calculated individual pipe flow  =     1.011(CFS) Normal flow depth in pipe =    2.77(In.) Flow top width inside pipe =    5.98(In.) Critical Depth =    5.68(In.) Pipe flow velocity =     11.40(Ft/s) Travel time through pipe =    0.04 min. Time of concentration (TC) =     6.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       51.000 to Point/Station       15.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      0.450(Ac.) Runoff from this stream =      1.011(CFS) Time of concentration =    6.54 min. Rainfall intensity =     2.527(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       34.649     13.11          1.848 2        1.011      6.54          2.527 Largest stream flow has longer time of concentration Qp =     34.649 + sum of   Qb         Ia/Ib    1.011 *    0.731 =      0.739 Qp =     35.389 Total of 2 main streams to confluence: Flow rates before confluence point:       34.649       1.011 Area of streams before confluence:        21.170        0.450 Results of confluence: Total flow rate =     35.389(CFS) Time of concentration =    13.108 min. Effective stream area after confluence  =     21.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       15.000 to Point/Station       16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1286.000(Ft.) Downstream point/station elevation =  1285.900(Ft.) Pipe length  =    19.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    35.389(CFS) Nearest computed pipe diameter  =     33.00(In.) Calculated individual pipe flow  =    35.389(CFS) Normal flow depth in pipe =   24.98(In.) Flow top width inside pipe =   28.30(In.) Critical Depth =   23.77(In.) Pipe flow velocity =      7.33(Ft/s) Travel time through pipe =    0.04 min. Time of concentration (TC) =    13.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       15.000 to Point/Station       16.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     21.620(Ac.) Runoff from this stream =     35.389(CFS) Time of concentration =   13.15 min. Rainfall intensity =     1.845(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       60.000 to Point/Station       61.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   365.000(Ft.) Top (of initial area) elevation =  1304.760(Ft.) Bottom (of initial area) elevation =  1298.030(Ft.) Difference in elevation =     6.730(Ft.) Slope =    0.01844  s(percent)=       1.84 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    7.061 min. Rainfall intensity =      2.441(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.873 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2)  =  56.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      1.833(CFS) Total initial stream area =        0.860(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       61.000 to Point/Station       62.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation =  1298.030(Ft.) Downstream point elevation =  1297.790(Ft.) Channel length thru subarea  =   129.000(Ft.) Channel base width =    0.000(Ft.) Slope or 'Z' of left channel bank =  10.000 Slope or 'Z' of right channel bank =  10.000 Estimated mean flow rate at midpoint of channel =      2.376(CFS) Manning's 'N'    = 0.015 Maximum depth of channel  =    0.500(Ft.) Flow(q) thru subarea =      2.376(CFS) Depth of flow =   0.403(Ft.), Average velocity =   1.464(Ft/s) Channel flow top width =    8.059(Ft.) Flow Velocity =    1.46(Ft/s) Travel time  =    1.47 min. Time of concentration =    8.53 min. Sub‐Channel No. 1 Critical depth =      0.322(Ft.)   '     '       '     Critical flow top width =      6.445(Ft.)   '     '       '     Critical flow velocity=    2.288(Ft/s)   '     '       '     Critical flow area =      1.039(Sq.Ft)  Adding area flow to channel COMMERCIAL subarea type                      Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.388 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.612 RI index for soil(AMC 2)  =  67.63 Pervious area fraction =  0.100; Impervious fraction =  0.900 Rainfall intensity =      2.242(In/Hr) for a    10.0 year storm Subarea runoff =      1.006(CFS) for      0.510(Ac.) Total runoff =      2.839(CFS) Total area =       1.370(Ac.) Depth of flow =   0.431(Ft.), Average velocity =   1.530(Ft/s) Sub‐Channel No. 1 Critical depth =      0.348(Ft.)   '     '       '     Critical flow top width =      6.953(Ft.)   '     '       '     Critical flow velocity=    2.349(Ft/s)   '     '       '     Critical flow area =      1.209(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       62.000 to Point/Station       16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1291.790(Ft.) Downstream point/station elevation =  1285.900(Ft.) Pipe length  =    52.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     2.839(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     2.839(CFS) Normal flow depth in pipe =    4.55(In.) Flow top width inside pipe =    9.00(In.) Critical depth could not be calculated. Pipe flow velocity =     12.66(Ft/s) Travel time through pipe =    0.07 min. Time of concentration (TC) =     8.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       62.000 to Point/Station       16.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      1.370(Ac.) Runoff from this stream =      2.839(CFS) Time of concentration =    8.60 min. Rainfall intensity =     2.234(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       35.389     13.15          1.845 2        2.839      8.60          2.234 Largest stream flow has longer time of concentration Qp =     35.389 + sum of   Qb         Ia/Ib    2.839 *    0.826 =      2.345 Qp =     37.734 Total of 2 main streams to confluence: Flow rates before confluence point:       35.389       2.839 Area of streams before confluence:        21.620        1.370 Results of confluence: Total flow rate =     37.734(CFS) Time of concentration =    13.151 min. Effective stream area after confluence  =     22.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       16.000 to Point/Station       17.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1285.900(Ft.) Downstream point/station elevation =  1280.000(Ft.) Pipe length  =   106.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    37.734(CFS) Nearest computed pipe diameter  =     21.00(In.) Calculated individual pipe flow  =    37.734(CFS) Normal flow depth in pipe =   17.39(In.) Flow top width inside pipe =   15.85(In.) Critical depth could not be calculated. Pipe flow velocity =     17.71(Ft/s) Travel time through pipe =    0.10 min. Time of concentration (TC) =    13.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       16.000 to Point/Station       17.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     22.990(Ac.) Runoff from this stream =     37.734(CFS) Time of concentration =   13.25 min. Rainfall intensity =     1.839(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       70.000 to Point/Station       71.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   971.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1284.500(Ft.) Difference in elevation =    17.900(Ft.) Slope =    0.01843  s(percent)=       1.84 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   10.444 min. Rainfall intensity =      2.047(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.185 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.815 RI index for soil(AMC 2)  =  71.48 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      3.518(CFS) Total initial stream area =        1.950(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       71.000 to Point/Station       17.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1280.500(Ft.) Downstream point/station elevation =  1280.000(Ft.) Pipe length  =    10.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     3.518(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     3.518(CFS) Normal flow depth in pipe =    7.01(In.) Flow top width inside pipe =    7.47(In.) Critical depth could not be calculated. Pipe flow velocity =      9.53(Ft/s) Travel time through pipe =    0.02 min. Time of concentration (TC) =    10.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       71.000 to Point/Station       17.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      1.950(Ac.) Runoff from this stream =      3.518(CFS) Time of concentration =   10.46 min. Rainfall intensity =     2.045(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       37.734     13.25          1.839 2        3.518     10.46          2.045 Largest stream flow has longer time of concentration Qp =     37.734 + sum of   Qb         Ia/Ib    3.518 *    0.899 =      3.163 Qp =     40.897 Total of 2 main streams to confluence: Flow rates before confluence point:       37.734       3.518 Area of streams before confluence:        22.990        1.950 Results of confluence: Total flow rate =     40.897(CFS) Time of concentration =    13.251 min. Effective stream area after confluence  =     24.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       17.000 to Point/Station       18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1280.000(Ft.) Downstream point/station elevation =  1279.100(Ft.) Pipe length  =     5.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    40.897(CFS) Nearest computed pipe diameter  =     18.00(In.) Calculated individual pipe flow  =    40.897(CFS) Normal flow depth in pipe =   13.57(In.) Flow top width inside pipe =   15.51(In.) Critical depth could not be calculated. Pipe flow velocity =     28.60(Ft/s) Travel time through pipe =    0.00 min. Time of concentration (TC) =    13.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       17.000 to Point/Station       18.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =    13.25 min. Rainfall intensity =      1.839(In/Hr) for a    10.0 year storm Subarea runoff =      0.065(CFS) for      0.040(Ac.) Total runoff =     40.962(CFS) Total area =      24.980(Ac.) End of computations, total study area =           24.98 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number =  65.2 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 ‐ 2005 Version 7.1 Rational Hydrology Study        Date: 07/30/24  File:2425p10b.out ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Stockdale Industrial Drainage Area B Proposed Condition 10‐Year Storm ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information **********  English (in‐lb) Units used in input data file ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6062 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) =   10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation =  0.570(In.) 100 year, 1 hour precipitation =  1.450(In.) Storm event year =  10.0 Calculated rainfall intensity data: 1 hour intensity =  0.932(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       80.000 to Point/Station       81.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   298.000(Ft.) Top (of initial area) elevation =  1307.000(Ft.) Bottom (of initial area) elevation =  1303.850(Ft.) Difference in elevation =     3.150(Ft.) Slope =    0.01057  s(percent)=       1.06 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    7.278 min. Rainfall intensity =      2.408(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      1.600(CFS) Total initial stream area =        0.750(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       81.000 to Point/Station       82.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1297.850(Ft.) Downstream point/station elevation =  1295.900(Ft.) Pipe length  =    41.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     1.600(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     1.600(CFS) Normal flow depth in pipe =    4.20(In.) Flow top width inside pipe =    8.98(In.) Critical Depth =    6.98(In.) Pipe flow velocity =      7.92(Ft/s) Travel time through pipe =    0.09 min. Time of concentration (TC) =     7.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       81.000 to Point/Station       82.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      0.750(Ac.) Runoff from this stream =      1.600(CFS) Time of concentration =    7.36 min. Rainfall intensity =     2.396(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      100.000 to Point/Station      101.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   146.000(Ft.) Top (of initial area) elevation =  1305.100(Ft.) Bottom (of initial area) elevation =  1302.600(Ft.) Difference in elevation =     2.500(Ft.) Slope =    0.01712  s(percent)=       1.71 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration =    5.000 min. Rainfall intensity =      2.851(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      0.608(CFS) Total initial stream area =        0.240(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      101.000 to Point/Station      102.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1297.200(Ft.) Downstream point/station elevation =  1296.100(Ft.) Pipe length  =   206.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     0.608(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     0.608(CFS) Normal flow depth in pipe =    4.51(In.) Flow top width inside pipe =    9.00(In.) Critical Depth =    4.24(In.) Pipe flow velocity =      2.74(Ft/s) Travel time through pipe =    1.25 min. Time of concentration (TC) =     6.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      102.000 to Point/Station      102.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =     6.25 min. Rainfall intensity =      2.578(In/Hr) for a    10.0 year storm Subarea runoff =      0.594(CFS) for      0.260(Ac.) Total runoff =      1.202(CFS) Total area =       0.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      102.000 to Point/Station       82.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1296.100(Ft.) Downstream point/station elevation =  1295.900(Ft.) Pipe length  =    34.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     1.202(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     1.202(CFS) Normal flow depth in pipe =    6.98(In.) Flow top width inside pipe =    7.50(In.) Critical Depth =    6.05(In.) Pipe flow velocity =      3.27(Ft/s) Travel time through pipe =    0.17 min. Time of concentration (TC) =     6.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      102.000 to Point/Station       82.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      0.500(Ac.) Runoff from this stream =      1.202(CFS) Time of concentration =    6.43 min. Rainfall intensity =     2.547(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        1.600      7.36          2.396 2        1.202      6.43          2.547 Largest stream flow has longer time of concentration Qp =      1.600 + sum of   Qb         Ia/Ib    1.202 *    0.941 =      1.131 Qp =      2.731 Total of 2 main streams to confluence: Flow rates before confluence point:        1.600       1.202 Area of streams before confluence:         0.750        0.500 Results of confluence: Total flow rate =      2.731(CFS) Time of concentration =     7.364 min. Effective stream area after confluence  =      1.250(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       82.000 to Point/Station       83.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1295.900(Ft.) Downstream point/station elevation =  1295.400(Ft.) Pipe length  =   109.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     2.731(CFS) Nearest computed pipe diameter  =     15.00(In.) Calculated individual pipe flow  =     2.731(CFS) Normal flow depth in pipe =    8.59(In.) Flow top width inside pipe =   14.84(In.) Critical Depth =    7.96(In.) Pipe flow velocity =      3.76(Ft/s) Travel time through pipe =    0.48 min. Time of concentration (TC) =     7.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       83.000 to Point/Station       83.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =     7.85 min. Rainfall intensity =      2.328(In/Hr) for a    10.0 year storm Subarea runoff =      0.680(CFS) for      0.330(Ac.) Total runoff =      3.411(CFS) Total area =       1.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       83.000 to Point/Station       84.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1295.400(Ft.) Downstream point/station elevation =  1294.400(Ft.) Pipe length  =   195.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     3.411(CFS) Nearest computed pipe diameter  =     15.00(In.) Calculated individual pipe flow  =     3.411(CFS) Normal flow depth in pipe =    9.59(In.) Flow top width inside pipe =   14.41(In.) Critical Depth =    8.94(In.) Pipe flow velocity =      4.12(Ft/s) Travel time through pipe =    0.79 min. Time of concentration (TC) =     8.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       84.000 to Point/Station       84.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =     8.63 min. Rainfall intensity =      2.230(In/Hr) for a    10.0 year storm Subarea runoff =      0.651(CFS) for      0.330(Ac.) Total runoff =      4.063(CFS) Total area =       1.910(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       84.000 to Point/Station       85.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1294.400(Ft.) Downstream point/station elevation =  1294.100(Ft.) Pipe length  =   102.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     4.063(CFS) Nearest computed pipe diameter  =     18.00(In.) Calculated individual pipe flow  =     4.063(CFS) Normal flow depth in pipe =   11.24(In.) Flow top width inside pipe =   17.43(In.) Critical Depth =    9.27(In.) Pipe flow velocity =      3.50(Ft/s) Travel time through pipe =    0.49 min. Time of concentration (TC) =     9.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       84.000 to Point/Station       85.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      1.910(Ac.) Runoff from this stream =      4.063(CFS) Time of concentration =    9.12 min. Rainfall intensity =     2.176(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       81.000 to Point/Station       97.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   406.000(Ft.) Top (of initial area) elevation =  1303.850(Ft.) Bottom (of initial area) elevation =  1301.180(Ft.) Difference in elevation =     2.670(Ft.) Slope =    0.00658  s(percent)=       0.66 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    9.056 min. Rainfall intensity =      2.183(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.885 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      2.974(CFS) Total initial stream area =        1.540(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       97.000 to Point/Station       85.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1295.180(Ft.) Downstream point/station elevation =  1294.100(Ft.) Pipe length  =    41.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     2.974(CFS) Nearest computed pipe diameter  =     12.00(In.) Calculated individual pipe flow  =     2.974(CFS) Normal flow depth in pipe =    6.10(In.) Flow top width inside pipe =   12.00(In.) Critical Depth =    8.87(In.) Pipe flow velocity =      7.41(Ft/s) Travel time through pipe =    0.09 min. Time of concentration (TC) =     9.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       97.000 to Point/Station       85.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      1.540(Ac.) Runoff from this stream =      2.974(CFS) Time of concentration =    9.15 min. Rainfall intensity =     2.173(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        4.063      9.12          2.176 2        2.974      9.15          2.173 Largest stream flow has longer or shorter time of concentration Qp =      4.063 + sum of   Qa          Tb/Ta    2.974 *    0.997 =      2.965 Qp =      7.027 Total of 2 main streams to confluence: Flow rates before confluence point:        4.063       2.974 Area of streams before confluence:         1.910        1.540 Results of confluence: Total flow rate =      7.027(CFS) Time of concentration =     9.120 min. Effective stream area after confluence  =      3.450(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       85.000 to Point/Station       86.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1294.100(Ft.) Downstream point/station elevation =  1293.300(Ft.) Pipe length  =   216.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     7.027(CFS) Nearest computed pipe diameter  =     21.00(In.) Calculated individual pipe flow  =     7.027(CFS) Normal flow depth in pipe =   13.30(In.) Flow top width inside pipe =   20.24(In.) Critical Depth =   11.76(In.) Pipe flow velocity =      4.37(Ft/s) Travel time through pipe =    0.82 min. Time of concentration (TC) =     9.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       86.000 to Point/Station       86.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea            Runoff Coefficient = 0.834 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  89.00 Pervious area fraction =  1.000; Impervious fraction =  0.000 Time of concentration =     9.94 min. Rainfall intensity =      2.093(In/Hr) for a    10.0 year storm Subarea runoff =      1.659(CFS) for      0.950(Ac.) Total runoff =      8.686(CFS) Total area =       4.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       86.000 to Point/Station       87.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1293.300(Ft.) Downstream point/station elevation =  1292.600(Ft.) Pipe length  =   267.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     8.686(CFS) Nearest computed pipe diameter  =     24.00(In.) Calculated individual pipe flow  =     8.686(CFS) Normal flow depth in pipe =   15.52(In.) Flow top width inside pipe =   22.95(In.) Critical Depth =   12.62(In.) Pipe flow velocity =      4.05(Ft/s) Travel time through pipe =    1.10 min. Time of concentration (TC) =    11.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       86.000 to Point/Station       87.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      4.400(Ac.) Runoff from this stream =      8.686(CFS) Time of concentration =   11.04 min. Rainfall intensity =     1.996(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      110.000 to Point/Station      111.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   732.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.010(Ft.) Difference in elevation =     4.390(Ft.) Slope =    0.00600  s(percent)=       0.60 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.677 min. Rainfall intensity =      1.947(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.060 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.940 RI index for soil(AMC 2)  =  73.86 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =     11.888(CFS) Total initial stream area =        6.920(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      111.000 to Point/Station       87.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1293.300(Ft.) Downstream point/station elevation =  1292.600(Ft.) Pipe length  =   103.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    11.888(CFS) Nearest computed pipe diameter  =     21.00(In.) Calculated individual pipe flow  =    11.888(CFS) Normal flow depth in pipe =   15.73(In.) Flow top width inside pipe =   18.21(In.) Critical Depth =   15.42(In.) Pipe flow velocity =      6.15(Ft/s) Travel time through pipe =    0.28 min. Time of concentration (TC) =    11.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      111.000 to Point/Station       87.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      6.920(Ac.) Runoff from this stream =     11.888(CFS) Time of concentration =   11.96 min. Rainfall intensity =     1.926(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        8.686     11.04          1.996 2       11.888     11.96          1.926 Largest stream flow has longer time of concentration Qp =     11.888 + sum of   Qb         Ia/Ib    8.686 *    0.965 =      8.381 Qp =     20.269 Total of 2 main streams to confluence: Flow rates before confluence point:        8.686      11.888 Area of streams before confluence:         4.400        6.920 Results of confluence: Total flow rate =     20.269(CFS) Time of concentration =    11.956 min. Effective stream area after confluence  =     11.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       87.000 to Point/Station       88.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.600(Ft.) Downstream point/station elevation =  1291.300(Ft.) Pipe length  =   473.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    20.269(CFS) Nearest computed pipe diameter  =     30.00(In.) Calculated individual pipe flow  =    20.269(CFS) Normal flow depth in pipe =   23.16(In.) Flow top width inside pipe =   25.18(In.) Critical Depth =   18.35(In.) Pipe flow velocity =      4.98(Ft/s) Travel time through pipe =    1.58 min. Time of concentration (TC) =    13.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       87.000 to Point/Station       88.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     11.320(Ac.) Runoff from this stream =     20.269(CFS) Time of concentration =   13.54 min. Rainfall intensity =     1.821(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      115.000 to Point/Station      116.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   676.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.010(Ft.) Difference in elevation =     4.390(Ft.) Slope =    0.00649  s(percent)=       0.65 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.133 min. Rainfall intensity =      1.989(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.140 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.860 RI index for soil(AMC 2)  =  72.34 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      9.382(CFS) Total initial stream area =        5.350(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      116.000 to Point/Station       88.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.000(Ft.) Downstream point/station elevation =  1291.300(Ft.) Pipe length  =   121.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     9.382(CFS) Nearest computed pipe diameter  =     21.00(In.) Calculated individual pipe flow  =     9.382(CFS) Normal flow depth in pipe =   13.92(In.) Flow top width inside pipe =   19.85(In.) Critical Depth =   13.67(In.) Pipe flow velocity =      5.54(Ft/s) Travel time through pipe =    0.36 min. Time of concentration (TC) =    11.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      116.000 to Point/Station       88.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      5.350(Ac.) Runoff from this stream =      9.382(CFS) Time of concentration =   11.50 min. Rainfall intensity =     1.960(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       20.269     13.54          1.821 2        9.382     11.50          1.960 Largest stream flow has longer time of concentration Qp =     20.269 + sum of   Qb         Ia/Ib    9.382 *    0.929 =      8.716 Qp =     28.985 Total of 2 main streams to confluence: Flow rates before confluence point:       20.269       9.382 Area of streams before confluence:        11.320        5.350 Results of confluence: Total flow rate =     28.985(CFS) Time of concentration =    13.539 min. Effective stream area after confluence  =     16.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       88.000 to Point/Station       89.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1291.300(Ft.) Downstream point/station elevation =  1290.000(Ft.) Pipe length  =   434.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    28.985(CFS) Nearest computed pipe diameter  =     33.00(In.) Calculated individual pipe flow  =    28.985(CFS) Normal flow depth in pipe =   27.09(In.) Flow top width inside pipe =   25.30(In.) Critical Depth =   21.48(In.) Pipe flow velocity =      5.56(Ft/s) Travel time through pipe =    1.30 min. Time of concentration (TC) =    14.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       88.000 to Point/Station       89.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     16.670(Ac.) Runoff from this stream =     28.985(CFS) Time of concentration =   14.84 min. Rainfall intensity =     1.748(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      120.000 to Point/Station      121.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   678.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.010(Ft.) Difference in elevation =     4.390(Ft.) Slope =    0.00647  s(percent)=       0.65 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.152 min. Rainfall intensity =      1.987(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.410 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.590 RI index for soil(AMC 2)  =  67.21 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      9.368(CFS) Total initial stream area =        5.370(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      121.000 to Point/Station       89.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1290.700(Ft.) Downstream point/station elevation =  1290.000(Ft.) Pipe length  =   112.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     9.368(CFS) Nearest computed pipe diameter  =     21.00(In.) Calculated individual pipe flow  =     9.368(CFS) Normal flow depth in pipe =   13.55(In.) Flow top width inside pipe =   20.10(In.) Critical Depth =   13.67(In.) Pipe flow velocity =      5.71(Ft/s) Travel time through pipe =    0.33 min. Time of concentration (TC) =    11.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      121.000 to Point/Station       89.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      5.370(Ac.) Runoff from this stream =      9.368(CFS) Time of concentration =   11.48 min. Rainfall intensity =     1.962(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       28.985     14.84          1.748 2        9.368     11.48          1.962 Largest stream flow has longer time of concentration Qp =     28.985 + sum of   Qb         Ia/Ib    9.368 *    0.891 =      8.346 Qp =     37.331 Total of 2 main streams to confluence: Flow rates before confluence point:       28.985       9.368 Area of streams before confluence:        16.670        5.370 Results of confluence: Total flow rate =     37.331(CFS) Time of concentration =    14.841 min. Effective stream area after confluence  =     22.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       89.000 to Point/Station       90.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1290.000(Ft.) Downstream point/station elevation =  1288.900(Ft.) Pipe length  =   366.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    37.331(CFS) Nearest computed pipe diameter  =     36.00(In.) Calculated individual pipe flow  =    37.331(CFS) Normal flow depth in pipe =   30.23(In.) Flow top width inside pipe =   26.41(In.) Critical Depth =   23.85(In.) Pipe flow velocity =      5.89(Ft/s) Travel time through pipe =    1.04 min. Time of concentration (TC) =    15.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       89.000 to Point/Station       90.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     22.040(Ac.) Runoff from this stream =     37.331(CFS) Time of concentration =   15.88 min. Rainfall intensity =     1.695(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      125.000 to Point/Station      126.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   677.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.010(Ft.) Difference in elevation =     4.390(Ft.) Slope =    0.00648  s(percent)=       0.65 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.142 min. Rainfall intensity =      1.988(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.940 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.060 RI index for soil(AMC 2)  =  57.14 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      6.866(CFS) Total initial stream area =        3.970(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      126.000 to Point/Station       90.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.010(Ft.) Downstream point/station elevation =  1288.900(Ft.) Pipe length  =    80.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     6.866(CFS) Nearest computed pipe diameter  =     12.00(In.) Calculated individual pipe flow  =     6.866(CFS) Normal flow depth in pipe =    9.60(In.) Flow top width inside pipe =    9.60(In.) Critical depth could not be calculated. Pipe flow velocity =     10.19(Ft/s) Travel time through pipe =    0.13 min. Time of concentration (TC) =    11.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      126.000 to Point/Station       90.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      3.970(Ac.) Runoff from this stream =      6.866(CFS) Time of concentration =   11.27 min. Rainfall intensity =     1.978(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       37.331     15.88          1.695 2        6.866     11.27          1.978 Largest stream flow has longer time of concentration Qp =     37.331 + sum of   Qb         Ia/Ib    6.866 *    0.857 =      5.886 Qp =     43.216 Total of 2 main streams to confluence: Flow rates before confluence point:       37.331       6.866 Area of streams before confluence:        22.040        3.970 Results of confluence: Total flow rate =     43.216(CFS) Time of concentration =    15.876 min. Effective stream area after confluence  =     26.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       90.000 to Point/Station       91.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1288.900(Ft.) Downstream point/station elevation =  1288.700(Ft.) Pipe length  =    57.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    43.216(CFS) Nearest computed pipe diameter  =     39.00(In.) Calculated individual pipe flow  =    43.216(CFS) Normal flow depth in pipe =   28.50(In.) Flow top width inside pipe =   34.60(In.) Critical Depth =   25.14(In.) Pipe flow velocity =      6.66(Ft/s) Travel time through pipe =    0.14 min. Time of concentration (TC) =    16.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       91.000 to Point/Station       91.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.866 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2)  =  56.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =    16.02 min. Rainfall intensity =      1.689(In/Hr) for a    10.0 year storm Subarea runoff =      0.336(CFS) for      0.230(Ac.) Total runoff =     43.553(CFS) Total area =      26.240(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       91.000 to Point/Station       92.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1288.700(Ft.) Downstream point/station elevation =  1287.900(Ft.) Pipe length  =   256.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    43.553(CFS) Nearest computed pipe diameter  =     39.00(In.) Calculated individual pipe flow  =    43.553(CFS) Normal flow depth in pipe =   30.14(In.) Flow top width inside pipe =   32.68(In.) Critical Depth =   25.23(In.) Pipe flow velocity =      6.33(Ft/s) Travel time through pipe =    0.67 min. Time of concentration (TC) =    16.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       92.000 to Point/Station       92.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.865 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2)  =  56.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =    16.69 min. Rainfall intensity =      1.658(In/Hr) for a    10.0 year storm Subarea runoff =      0.344(CFS) for      0.240(Ac.) Total runoff =     43.897(CFS) Total area =      26.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       92.000 to Point/Station       93.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1287.900(Ft.) Downstream point/station elevation =  1287.700(Ft.) Pipe length  =    60.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    43.897(CFS) Nearest computed pipe diameter  =     39.00(In.) Calculated individual pipe flow  =    43.897(CFS) Normal flow depth in pipe =   29.48(In.) Flow top width inside pipe =   33.50(In.) Critical Depth =   25.32(In.) Pipe flow velocity =      6.52(Ft/s) Travel time through pipe =    0.15 min. Time of concentration (TC) =    16.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       92.000 to Point/Station       93.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     26.480(Ac.) Runoff from this stream =     43.897(CFS) Time of concentration =   16.85 min. Rainfall intensity =     1.651(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      130.000 to Point/Station      131.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   267.000(Ft.) Top (of initial area) elevation =  1304.760(Ft.) Bottom (of initial area) elevation =  1298.760(Ft.) Difference in elevation =     6.000(Ft.) Slope =    0.02247  s(percent)=       2.25 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    5.990 min. Rainfall intensity =      2.629(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2)  =  56.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      1.471(CFS) Total initial stream area =        0.640(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      131.000 to Point/Station       93.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.760(Ft.) Downstream point/station elevation =  1287.700(Ft.) Pipe length  =    48.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     1.471(CFS) Nearest computed pipe diameter  =      6.00(In.) Calculated individual pipe flow  =     1.471(CFS) Normal flow depth in pipe =    4.09(In.) Flow top width inside pipe =    5.59(In.) Critical depth could not be calculated. Pipe flow velocity =     10.33(Ft/s) Travel time through pipe =    0.08 min. Time of concentration (TC) =     6.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      131.000 to Point/Station       93.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      0.640(Ac.) Runoff from this stream =      1.471(CFS) Time of concentration =    6.07 min. Rainfall intensity =     2.614(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       43.897     16.85          1.651 2        1.471      6.07          2.614 Largest stream flow has longer time of concentration Qp =     43.897 + sum of   Qb         Ia/Ib    1.471 *    0.632 =      0.929 Qp =     44.826 Total of 2 main streams to confluence: Flow rates before confluence point:       43.897       1.471 Area of streams before confluence:        26.480        0.640 Results of confluence: Total flow rate =     44.826(CFS) Time of concentration =    16.847 min. Effective stream area after confluence  =     27.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       93.000 to Point/Station       94.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1287.700(Ft.) Downstream point/station elevation =  1284.600(Ft.) Pipe length  =    92.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    44.826(CFS) Nearest computed pipe diameter  =     27.00(In.) Calculated individual pipe flow  =    44.826(CFS) Normal flow depth in pipe =   18.07(In.) Flow top width inside pipe =   25.41(In.) Critical depth could not be calculated. Pipe flow velocity =     15.84(Ft/s) Travel time through pipe =    0.10 min. Time of concentration (TC) =    16.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       93.000 to Point/Station       94.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     27.120(Ac.) Runoff from this stream =     44.826(CFS) Time of concentration =   16.94 min. Rainfall intensity =     1.646(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      140.000 to Point/Station      141.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   430.000(Ft.) Top (of initial area) elevation =  1298.000(Ft.) Bottom (of initial area) elevation =  1288.610(Ft.) Difference in elevation =     9.390(Ft.) Slope =    0.02184  s(percent)=       2.18 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    7.289 min. Rainfall intensity =      2.407(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.770 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.230 RI index for soil(AMC 2)  =  60.37 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      0.907(CFS) Total initial stream area =        0.430(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      141.000 to Point/Station       94.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1285.100(Ft.) Downstream point/station elevation =  1284.600(Ft.) Pipe length  =    40.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     0.907(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     0.907(CFS) Normal flow depth in pipe =    4.45(In.) Flow top width inside pipe =    9.00(In.) Critical Depth =    5.22(In.) Pipe flow velocity =      4.17(Ft/s) Travel time through pipe =    0.16 min. Time of concentration (TC) =     7.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      141.000 to Point/Station       94.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      0.430(Ac.) Runoff from this stream =      0.907(CFS) Time of concentration =    7.45 min. Rainfall intensity =     2.383(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       44.826     16.94          1.646 2        0.907      7.45          2.383 Largest stream flow has longer time of concentration Qp =     44.826 + sum of   Qb         Ia/Ib    0.907 *    0.691 =      0.626 Qp =     45.452 Total of 2 main streams to confluence: Flow rates before confluence point:       44.826       0.907 Area of streams before confluence:        27.120        0.430 Results of confluence: Total flow rate =     45.452(CFS) Time of concentration =    16.943 min. Effective stream area after confluence  =     27.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       94.000 to Point/Station       95.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1284.600(Ft.) Downstream point/station elevation =  1275.500(Ft.) Pipe length  =   281.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    45.452(CFS) Nearest computed pipe diameter  =     27.00(In.) Calculated individual pipe flow  =    45.452(CFS) Normal flow depth in pipe =   18.52(In.) Flow top width inside pipe =   25.07(In.) Critical depth could not be calculated. Pipe flow velocity =     15.62(Ft/s) Travel time through pipe =    0.30 min. Time of concentration (TC) =    17.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       94.000 to Point/Station       95.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     27.550(Ac.) Runoff from this stream =     45.452(CFS) Time of concentration =   17.24 min. Rainfall intensity =     1.634(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      145.000 to Point/Station      146.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   612.000(Ft.) Top (of initial area) elevation =  1303.000(Ft.) Bottom (of initial area) elevation =  1281.500(Ft.) Difference in elevation =    21.500(Ft.) Slope =    0.03513  s(percent)=       3.51 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    7.633 min. Rainfall intensity =      2.357(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2)  =  56.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      1.357(CFS) Total initial stream area =        0.660(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      146.000 to Point/Station       95.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1276.000(Ft.) Downstream point/station elevation =  1275.500(Ft.) Pipe length  =    20.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     1.357(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     1.357(CFS) Normal flow depth in pipe =    4.60(In.) Flow top width inside pipe =    9.00(In.) Critical Depth =    6.44(In.) Pipe flow velocity =      5.98(Ft/s) Travel time through pipe =    0.06 min. Time of concentration (TC) =     7.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      146.000 to Point/Station       95.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      0.660(Ac.) Runoff from this stream =      1.357(CFS) Time of concentration =    7.69 min. Rainfall intensity =     2.349(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       45.452     17.24          1.634 2        1.357      7.69          2.349 Largest stream flow has longer time of concentration Qp =     45.452 + sum of   Qb         Ia/Ib    1.357 *    0.695 =      0.944 Qp =     46.396 Total of 2 main streams to confluence: Flow rates before confluence point:       45.452       1.357 Area of streams before confluence:        27.550        0.660 Results of confluence: Total flow rate =     46.396(CFS) Time of concentration =    17.243 min. Effective stream area after confluence  =     28.210(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       95.000 to Point/Station       96.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1275.500(Ft.) Downstream point/station elevation =  1275.200(Ft.) Pipe length  =    29.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    46.396(CFS) Nearest computed pipe diameter  =     33.00(In.) Calculated individual pipe flow  =    46.396(CFS) Normal flow depth in pipe =   23.63(In.) Flow top width inside pipe =   29.76(In.) Critical Depth =   27.04(In.) Pipe flow velocity =     10.19(Ft/s) Travel time through pipe =    0.05 min. Time of concentration (TC) =    17.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       96.000 to Point/Station       96.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea            Runoff Coefficient = 0.733 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.980 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.020 RI index for soil(AMC 2)  =  78.22 Pervious area fraction =  1.000; Impervious fraction =  0.000 Time of concentration =    17.29 min. Rainfall intensity =      1.632(In/Hr) for a    10.0 year storm Subarea runoff =      1.531(CFS) for      1.280(Ac.) Total runoff =     47.927(CFS) Total area =      29.490(Ac.) End of computations, total study area =           29.49 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.168 Area averaged RI index number =  69.7 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 ‐ 2005 Version 7.1 Rational Hydrology Study        Date: 07/30/24  File:2425p10c.out ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Stockdale Industrial Drainage Area C Proposed Condition 10‐Year Storm ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information **********  English (in‐lb) Units used in input data file ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6062 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) =   10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation =  0.570(In.) 100 year, 1 hour precipitation =  1.450(In.) Storm event year =  10.0 Calculated rainfall intensity data: 1 hour intensity =  0.932(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      150.000 to Point/Station      151.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   159.000(Ft.) Top (of initial area) elevation =  1300.500(Ft.) Bottom (of initial area) elevation =  1292.000(Ft.) Difference in elevation =     8.500(Ft.) Slope =    0.05346  s(percent)=       5.35 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration =    5.000 min. Rainfall intensity =      2.851(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      0.506(CFS) Total initial stream area =        0.200(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      150.000 to Point/Station      151.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      0.200(Ac.) Runoff from this stream =      0.506(CFS) Time of concentration =    5.00 min. Rainfall intensity =     2.851(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      155.000 to Point/Station      156.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   110.000(Ft.) Top (of initial area) elevation =  1299.200(Ft.) Bottom (of initial area) elevation =  1291.500(Ft.) Difference in elevation =     7.700(Ft.) Slope =    0.07000  s(percent)=       7.00 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration =    5.000 min. Rainfall intensity =      2.851(In/Hr) for a    10.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      0.152(CFS) Total initial stream area =        0.060(Ac.) Pervious area fraction = 0.100 End of computations, total study area =            0.26 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number =  75.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 ‐ 2005 Version 7.1 Rational Hydrology Study        Date: 07/31/24  File:2425p100a.out ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Stockdale Industrial Drainage Area A Proposed Condition 100‐Year Storm ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information **********  English (in‐lb) Units used in input data file ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6062 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) =  100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation =  0.570(In.) 100 year, 1 hour precipitation =  1.450(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity =  1.450(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       10.000 to Point/Station       11.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   695.000(Ft.) Top (of initial area) elevation =  1339.000(Ft.) Bottom (of initial area) elevation =  1298.950(Ft.) Difference in elevation =    40.050(Ft.) Slope =    0.05763  s(percent)=       5.76 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    7.274 min. Rainfall intensity =      3.747(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =     14.883(CFS) Total initial stream area =        4.460(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       11.000 to Point/Station       12.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1294.000(Ft.) Downstream point/station elevation =  1291.100(Ft.) Pipe length  =   420.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    14.883(CFS) Nearest computed pipe diameter  =     24.00(In.) Calculated individual pipe flow  =    14.883(CFS) Normal flow depth in pipe =   16.13(In.) Flow top width inside pipe =   22.54(In.) Critical Depth =   16.67(In.) Pipe flow velocity =      6.64(Ft/s) Travel time through pipe =    1.05 min. Time of concentration (TC) =     8.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       11.000 to Point/Station       12.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      4.460(Ac.) Runoff from this stream =     14.883(CFS) Time of concentration =    8.33 min. Rainfall intensity =     3.526(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       20.000 to Point/Station       21.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   682.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.000(Ft.) Difference in elevation =     4.400(Ft.) Slope =    0.00645  s(percent)=       0.65 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.187 min. Rainfall intensity =      3.088(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.799 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.201 RI index for soil(AMC 2)  =  59.82 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =     14.342(CFS) Total initial stream area =        5.280(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       21.000 to Point/Station       12.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1293.000(Ft.) Downstream point/station elevation =  1291.900(Ft.) Pipe length  =    90.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    14.342(CFS) Nearest computed pipe diameter  =     21.00(In.) Calculated individual pipe flow  =    14.342(CFS) Normal flow depth in pipe =   14.46(In.) Flow top width inside pipe =   19.45(In.) Critical Depth =   16.88(In.) Pipe flow velocity =      8.13(Ft/s) Travel time through pipe =    0.18 min. Time of concentration (TC) =    11.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       21.000 to Point/Station       12.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      5.280(Ac.) Runoff from this stream =     14.342(CFS) Time of concentration =   11.37 min. Rainfall intensity =     3.065(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       14.883      8.33          3.526 2       14.342     11.37          3.065 Largest stream flow has longer or shorter time of concentration Qp =     14.883 + sum of   Qa          Tb/Ta   14.342 *    0.732 =     10.505 Qp =     25.388 Total of 2 main streams to confluence: Flow rates before confluence point:       14.883      14.342 Area of streams before confluence:         4.460        5.280 Results of confluence: Total flow rate =     25.388(CFS) Time of concentration =     8.329 min. Effective stream area after confluence  =      9.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       12.000 to Point/Station       13.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1291.900(Ft.) Downstream point/station elevation =  1289.600(Ft.) Pipe length  =   452.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    25.388(CFS) Nearest computed pipe diameter  =     30.00(In.) Calculated individual pipe flow  =    25.388(CFS) Normal flow depth in pipe =   21.61(In.) Flow top width inside pipe =   26.93(In.) Critical Depth =   20.60(In.) Pipe flow velocity =      6.71(Ft/s) Travel time through pipe =    1.12 min. Time of concentration (TC) =     9.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       12.000 to Point/Station       13.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      9.740(Ac.) Runoff from this stream =     25.388(CFS) Time of concentration =    9.45 min. Rainfall intensity =     3.331(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       30.000 to Point/Station       31.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   677.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1297.930(Ft.) Difference in elevation =     4.470(Ft.) Slope =    0.00660  s(percent)=       0.66 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.102 min. Rainfall intensity =      3.098(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.795 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.205 RI index for soil(AMC 2)  =  59.90 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =     15.184(CFS) Total initial stream area =        5.570(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       31.000 to Point/Station       13.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.000(Ft.) Downstream point/station elevation =  1289.600(Ft.) Pipe length  =    90.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    15.184(CFS) Nearest computed pipe diameter  =     18.00(In.) Calculated individual pipe flow  =    15.184(CFS) Normal flow depth in pipe =   13.17(In.) Flow top width inside pipe =   15.95(In.) Critical Depth =   16.91(In.) Pipe flow velocity =     10.96(Ft/s) Travel time through pipe =    0.14 min. Time of concentration (TC) =    11.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       31.000 to Point/Station       13.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      5.570(Ac.) Runoff from this stream =     15.184(CFS) Time of concentration =   11.24 min. Rainfall intensity =     3.081(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       25.388      9.45          3.331 2       15.184     11.24          3.081 Largest stream flow has longer or shorter time of concentration Qp =     25.388 + sum of   Qa          Tb/Ta   15.184 *    0.841 =     12.768 Qp =     38.156 Total of 2 main streams to confluence: Flow rates before confluence point:       25.388      15.184 Area of streams before confluence:         9.740        5.570 Results of confluence: Total flow rate =     38.156(CFS) Time of concentration =     9.451 min. Effective stream area after confluence  =     15.310(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       13.000 to Point/Station       14.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1289.600(Ft.) Downstream point/station elevation =  1288.000(Ft.) Pipe length  =   452.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    38.156(CFS) Nearest computed pipe diameter  =     36.00(In.) Calculated individual pipe flow  =    38.156(CFS) Normal flow depth in pipe =   28.31(In.) Flow top width inside pipe =   29.51(In.) Critical Depth =   24.10(In.) Pipe flow velocity =      6.39(Ft/s) Travel time through pipe =    1.18 min. Time of concentration (TC) =    10.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       13.000 to Point/Station       14.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     15.310(Ac.) Runoff from this stream =     38.156(CFS) Time of concentration =   10.63 min. Rainfall intensity =     3.159(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       40.000 to Point/Station       41.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   681.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.000(Ft.) Difference in elevation =     4.400(Ft.) Slope =    0.00646  s(percent)=       0.65 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.177 min. Rainfall intensity =      3.089(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.474 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.526 RI index for soil(AMC 2)  =  65.99 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =     15.994(CFS) Total initial stream area =        5.860(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       41.000 to Point/Station       14.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.000(Ft.) Downstream point/station elevation =  1288.000(Ft.) Pipe length  =    91.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    15.994(CFS) Nearest computed pipe diameter  =     18.00(In.) Calculated individual pipe flow  =    15.994(CFS) Normal flow depth in pipe =   11.38(In.) Flow top width inside pipe =   17.36(In.) Critical Depth =   17.09(In.) Pipe flow velocity =     13.59(Ft/s) Travel time through pipe =    0.11 min. Time of concentration (TC) =    11.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       41.000 to Point/Station       14.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      5.860(Ac.) Runoff from this stream =     15.994(CFS) Time of concentration =   11.29 min. Rainfall intensity =     3.075(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       38.156     10.63          3.159 2       15.994     11.29          3.075 Largest stream flow has longer or shorter time of concentration Qp =     38.156 + sum of   Qa          Tb/Ta   15.994 *    0.942 =     15.061 Qp =     53.217 Total of 2 main streams to confluence: Flow rates before confluence point:       38.156      15.994 Area of streams before confluence:        15.310        5.860 Results of confluence: Total flow rate =     53.217(CFS) Time of concentration =    10.630 min. Effective stream area after confluence  =     21.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       14.000 to Point/Station       15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1288.000(Ft.) Downstream point/station elevation =  1286.000(Ft.) Pipe length  =   703.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    53.217(CFS) Nearest computed pipe diameter  =     42.00(In.) Calculated individual pipe flow  =    53.217(CFS) Normal flow depth in pipe =   34.13(In.) Flow top width inside pipe =   32.79(In.) Critical Depth =   27.40(In.) Pipe flow velocity =      6.36(Ft/s) Travel time through pipe =    1.84 min. Time of concentration (TC) =    12.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       14.000 to Point/Station       15.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     21.170(Ac.) Runoff from this stream =     53.217(CFS) Time of concentration =   12.47 min. Rainfall intensity =     2.940(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       50.000 to Point/Station       51.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   325.000(Ft.) Top (of initial area) elevation =  1303.880(Ft.) Bottom (of initial area) elevation =  1296.700(Ft.) Difference in elevation =     7.180(Ft.) Slope =    0.02209  s(percent)=       2.21 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    6.502 min. Rainfall intensity =      3.942(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.891 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      1.580(CFS) Total initial stream area =        0.450(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       51.000 to Point/Station       15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1290.600(Ft.) Downstream point/station elevation =  1286.000(Ft.) Pipe length  =    27.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     1.580(CFS) Nearest computed pipe diameter  =      6.00(In.) Calculated individual pipe flow  =     1.580(CFS) Normal flow depth in pipe =    3.64(In.) Flow top width inside pipe =    5.86(In.) Critical depth could not be calculated. Pipe flow velocity =     12.69(Ft/s) Travel time through pipe =    0.04 min. Time of concentration (TC) =     6.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       51.000 to Point/Station       15.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      0.450(Ac.) Runoff from this stream =      1.580(CFS) Time of concentration =    6.54 min. Rainfall intensity =     3.932(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       53.217     12.47          2.940 2        1.580      6.54          3.932 Largest stream flow has longer time of concentration Qp =     53.217 + sum of   Qb         Ia/Ib    1.580 *    0.748 =      1.182 Qp =     54.398 Total of 2 main streams to confluence: Flow rates before confluence point:       53.217       1.580 Area of streams before confluence:        21.170        0.450 Results of confluence: Total flow rate =     54.398(CFS) Time of concentration =    12.472 min. Effective stream area after confluence  =     21.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       15.000 to Point/Station       16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1286.000(Ft.) Downstream point/station elevation =  1285.900(Ft.) Pipe length  =    19.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    54.398(CFS) Nearest computed pipe diameter  =     39.00(In.) Calculated individual pipe flow  =    54.398(CFS) Normal flow depth in pipe =   29.16(In.) Flow top width inside pipe =   33.88(In.) Critical Depth =   28.24(In.) Pipe flow velocity =      8.18(Ft/s) Travel time through pipe =    0.04 min. Time of concentration (TC) =    12.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       15.000 to Point/Station       16.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     21.620(Ac.) Runoff from this stream =     54.398(CFS) Time of concentration =   12.51 min. Rainfall intensity =     2.936(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       60.000 to Point/Station       61.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   365.000(Ft.) Top (of initial area) elevation =  1304.760(Ft.) Bottom (of initial area) elevation =  1298.030(Ft.) Difference in elevation =     6.730(Ft.) Slope =    0.01844  s(percent)=       1.84 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    7.061 min. Rainfall intensity =      3.798(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.881 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2)  =  56.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      2.876(CFS) Total initial stream area =        0.860(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       61.000 to Point/Station       62.000 **** IMPROVED CHANNEL TRAVEL TIME **** ______________________________________________________________________ Upstream point elevation =  1298.030(Ft.) Downstream point elevation =  1297.790(Ft.) Channel length thru subarea  =   129.000(Ft.) Channel base width =    0.000(Ft.) Slope or 'Z' of left channel bank =  10.000 Slope or 'Z' of right channel bank =  10.000 Estimated mean flow rate at midpoint of channel =      3.700(CFS) Manning's 'N'    = 0.015 Maximum depth of channel  =    0.500(Ft.) Flow(q) thru subarea =      3.700(CFS) Depth of flow =   0.476(Ft.), Average velocity =   1.635(Ft/s) Channel flow top width =    9.514(Ft.) Flow Velocity =    1.63(Ft/s) Travel time  =    1.32 min. Time of concentration =    8.38 min. Sub‐Channel No. 1 Critical depth =      0.387(Ft.)   '     '       '     Critical flow top width =      7.734(Ft.)   '     '       '     Critical flow velocity=    2.474(Ft/s)   '     '       '     Critical flow area =      1.496(Sq.Ft)  Adding area flow to channel COMMERCIAL subarea type                      Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.388 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.612 RI index for soil(AMC 2)  =  67.63 Pervious area fraction =  0.100; Impervious fraction =  0.900 Rainfall intensity =      3.517(In/Hr) for a   100.0 year storm Subarea runoff =      1.589(CFS) for      0.510(Ac.) Total runoff =      4.465(CFS) Total area =       1.370(Ac.) Depth of flow =   0.508(Ft.), Average velocity =   1.728(Ft/s) !!Warning: Water is above left or right bank elevations ERROR ‐ Channel depth exceeds maximum allowable depth Sub‐Channel No. 1 Critical depth =      0.414(Ft.)   '     '       '     Critical flow top width =      8.281(Ft.)   '     '       '     Critical flow velocity=    2.605(Ft/s)   '     '       '     Critical flow area =      1.714(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       62.000 to Point/Station       16.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1291.790(Ft.) Downstream point/station elevation =  1285.900(Ft.) Pipe length  =    52.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     4.465(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     4.465(CFS) Normal flow depth in pipe =    6.10(In.) Flow top width inside pipe =    8.41(In.) Critical depth could not be calculated. Pipe flow velocity =     14.01(Ft/s) Travel time through pipe =    0.06 min. Time of concentration (TC) =     8.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       62.000 to Point/Station       16.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      1.370(Ac.) Runoff from this stream =      4.465(CFS) Time of concentration =    8.44 min. Rainfall intensity =     3.505(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       54.398     12.51          2.936 2        4.465      8.44          3.505 Largest stream flow has longer time of concentration Qp =     54.398 + sum of   Qb         Ia/Ib    4.465 *    0.838 =      3.740 Qp =     58.139 Total of 2 main streams to confluence: Flow rates before confluence point:       54.398       4.465 Area of streams before confluence:        21.620        1.370 Results of confluence: Total flow rate =     58.139(CFS) Time of concentration =    12.511 min. Effective stream area after confluence  =     22.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       16.000 to Point/Station       17.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1285.900(Ft.) Downstream point/station elevation =  1280.000(Ft.) Pipe length  =   106.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    58.139(CFS) Nearest computed pipe diameter  =     27.00(In.) Calculated individual pipe flow  =    58.139(CFS) Normal flow depth in pipe =   18.19(In.) Flow top width inside pipe =   25.32(In.) Critical depth could not be calculated. Pipe flow velocity =     20.39(Ft/s) Travel time through pipe =    0.09 min. Time of concentration (TC) =    12.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       16.000 to Point/Station       17.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     22.990(Ac.) Runoff from this stream =     58.139(CFS) Time of concentration =   12.60 min. Rainfall intensity =     2.927(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       70.000 to Point/Station       71.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   971.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1284.500(Ft.) Difference in elevation =    17.900(Ft.) Slope =    0.01843  s(percent)=       1.84 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   10.444 min. Rainfall intensity =      3.184(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.185 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.815 RI index for soil(AMC 2)  =  71.48 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      5.509(CFS) Total initial stream area =        1.950(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       71.000 to Point/Station       17.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1280.500(Ft.) Downstream point/station elevation =  1280.000(Ft.) Pipe length  =    10.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     5.509(CFS) Nearest computed pipe diameter  =     12.00(In.) Calculated individual pipe flow  =     5.509(CFS) Normal flow depth in pipe =    7.34(In.) Flow top width inside pipe =   11.70(In.) Critical Depth =   11.27(In.) Pipe flow velocity =     10.95(Ft/s) Travel time through pipe =    0.02 min. Time of concentration (TC) =    10.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       71.000 to Point/Station       17.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      1.950(Ac.) Runoff from this stream =      5.509(CFS) Time of concentration =   10.46 min. Rainfall intensity =     3.182(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       58.139     12.60          2.927 2        5.509     10.46          3.182 Largest stream flow has longer time of concentration Qp =     58.139 + sum of   Qb         Ia/Ib    5.509 *    0.920 =      5.066 Qp =     63.205 Total of 2 main streams to confluence: Flow rates before confluence point:       58.139       5.509 Area of streams before confluence:        22.990        1.950 Results of confluence: Total flow rate =     63.205(CFS) Time of concentration =    12.598 min. Effective stream area after confluence  =     24.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       17.000 to Point/Station       18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1280.000(Ft.) Downstream point/station elevation =  1279.100(Ft.) Pipe length  =     5.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    63.205(CFS) Nearest computed pipe diameter  =     21.00(In.) Calculated individual pipe flow  =    63.205(CFS) Normal flow depth in pipe =   16.17(In.) Flow top width inside pipe =   17.67(In.) Critical depth could not be calculated. Pipe flow velocity =     31.78(Ft/s) Travel time through pipe =    0.00 min. Time of concentration (TC) =    12.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       17.000 to Point/Station       18.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =    12.60 min. Rainfall intensity =      2.927(In/Hr) for a   100.0 year storm Subarea runoff =      0.104(CFS) for      0.040(Ac.) Total runoff =     63.309(CFS) Total area =      24.980(Ac.) End of computations, total study area =           24.98 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number =  65.2 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 ‐ 2005 Version 7.1 Rational Hydrology Study        Date: 07/31/24  File:2425p100b.out ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Stockdale Industrial Drainage Area B Proposed Condition 100‐Year Storm ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information **********  English (in‐lb) Units used in input data file ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6062 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) =  100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation =  0.570(In.) 100 year, 1 hour precipitation =  1.450(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity =  1.450(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       80.000 to Point/Station       81.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   298.000(Ft.) Top (of initial area) elevation =  1307.000(Ft.) Bottom (of initial area) elevation =  1303.850(Ft.) Difference in elevation =     3.150(Ft.) Slope =    0.01057  s(percent)=       1.06 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    7.278 min. Rainfall intensity =      3.747(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      2.502(CFS) Total initial stream area =        0.750(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       81.000 to Point/Station       82.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1297.850(Ft.) Downstream point/station elevation =  1295.900(Ft.) Pipe length  =    41.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     2.502(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     2.502(CFS) Normal flow depth in pipe =    5.51(In.) Flow top width inside pipe =    8.77(In.) Critical Depth =    8.31(In.) Pipe flow velocity =      8.82(Ft/s) Travel time through pipe =    0.08 min. Time of concentration (TC) =     7.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       81.000 to Point/Station       82.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      0.750(Ac.) Runoff from this stream =      2.502(CFS) Time of concentration =    7.36 min. Rainfall intensity =     3.729(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      100.000 to Point/Station      101.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   146.000(Ft.) Top (of initial area) elevation =  1305.100(Ft.) Bottom (of initial area) elevation =  1302.600(Ft.) Difference in elevation =     2.500(Ft.) Slope =    0.01712  s(percent)=       1.71 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration =    5.000 min. Rainfall intensity =      4.436(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      0.949(CFS) Total initial stream area =        0.240(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      101.000 to Point/Station      102.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1297.200(Ft.) Downstream point/station elevation =  1296.100(Ft.) Pipe length  =   206.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     0.949(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     0.949(CFS) Normal flow depth in pipe =    6.01(In.) Flow top width inside pipe =    8.48(In.) Critical Depth =    5.36(In.) Pipe flow velocity =      3.03(Ft/s) Travel time through pipe =    1.13 min. Time of concentration (TC) =     6.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      102.000 to Point/Station      102.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.891 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =     6.13 min. Rainfall intensity =      4.047(In/Hr) for a   100.0 year storm Subarea runoff =      0.938(CFS) for      0.260(Ac.) Total runoff =      1.887(CFS) Total area =       0.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      102.000 to Point/Station       82.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1296.100(Ft.) Downstream point/station elevation =  1295.900(Ft.) Pipe length  =    34.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     1.887(CFS) Nearest computed pipe diameter  =     12.00(In.) Calculated individual pipe flow  =     1.887(CFS) Normal flow depth in pipe =    7.34(In.) Flow top width inside pipe =   11.70(In.) Critical Depth =    7.02(In.) Pipe flow velocity =      3.75(Ft/s) Travel time through pipe =    0.15 min. Time of concentration (TC) =     6.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      102.000 to Point/Station       82.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      0.500(Ac.) Runoff from this stream =      1.887(CFS) Time of concentration =    6.28 min. Rainfall intensity =     4.002(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        2.502      7.36          3.729 2        1.887      6.28          4.002 Largest stream flow has longer time of concentration Qp =      2.502 + sum of   Qb         Ia/Ib    1.887 *    0.932 =      1.758 Qp =      4.260 Total of 2 main streams to confluence: Flow rates before confluence point:        2.502       1.887 Area of streams before confluence:         0.750        0.500 Results of confluence: Total flow rate =      4.260(CFS) Time of concentration =     7.355 min. Effective stream area after confluence  =      1.250(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       82.000 to Point/Station       83.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1295.900(Ft.) Downstream point/station elevation =  1295.400(Ft.) Pipe length  =   109.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     4.260(CFS) Nearest computed pipe diameter  =     15.00(In.) Calculated individual pipe flow  =     4.260(CFS) Normal flow depth in pipe =   11.95(In.) Flow top width inside pipe =   12.07(In.) Critical Depth =   10.03(In.) Pipe flow velocity =      4.06(Ft/s) Travel time through pipe =    0.45 min. Time of concentration (TC) =     7.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       83.000 to Point/Station       83.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =     7.80 min. Rainfall intensity =      3.631(In/Hr) for a   100.0 year storm Subarea runoff =      1.067(CFS) for      0.330(Ac.) Total runoff =      5.327(CFS) Total area =       1.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       83.000 to Point/Station       84.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1295.400(Ft.) Downstream point/station elevation =  1294.400(Ft.) Pipe length  =   195.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     5.327(CFS) Nearest computed pipe diameter  =     18.00(In.) Calculated individual pipe flow  =     5.327(CFS) Normal flow depth in pipe =   11.18(In.) Flow top width inside pipe =   17.46(In.) Critical Depth =   10.67(In.) Pipe flow velocity =      4.62(Ft/s) Travel time through pipe =    0.70 min. Time of concentration (TC) =     8.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       84.000 to Point/Station       84.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =     8.51 min. Rainfall intensity =      3.493(In/Hr) for a   100.0 year storm Subarea runoff =      1.026(CFS) for      0.330(Ac.) Total runoff =      6.352(CFS) Total area =       1.910(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       84.000 to Point/Station       85.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1294.400(Ft.) Downstream point/station elevation =  1294.100(Ft.) Pipe length  =   102.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     6.352(CFS) Nearest computed pipe diameter  =     21.00(In.) Calculated individual pipe flow  =     6.352(CFS) Normal flow depth in pipe =   13.43(In.) Flow top width inside pipe =   20.17(In.) Critical Depth =   11.16(In.) Pipe flow velocity =      3.91(Ft/s) Travel time through pipe =    0.43 min. Time of concentration (TC) =     8.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       84.000 to Point/Station       85.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      1.910(Ac.) Runoff from this stream =      6.352(CFS) Time of concentration =    8.94 min. Rainfall intensity =     3.415(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       81.000 to Point/Station       97.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   406.000(Ft.) Top (of initial area) elevation =  1303.850(Ft.) Bottom (of initial area) elevation =  1301.180(Ft.) Difference in elevation =     2.670(Ft.) Slope =    0.00658  s(percent)=       0.66 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    9.056 min. Rainfall intensity =      3.396(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      4.652(CFS) Total initial stream area =        1.540(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       97.000 to Point/Station       85.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1295.180(Ft.) Downstream point/station elevation =  1294.100(Ft.) Pipe length  =    41.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     4.652(CFS) Nearest computed pipe diameter  =     12.00(In.) Calculated individual pipe flow  =     4.652(CFS) Normal flow depth in pipe =    8.16(In.) Flow top width inside pipe =   11.20(In.) Critical Depth =   10.75(In.) Pipe flow velocity =      8.19(Ft/s) Travel time through pipe =    0.08 min. Time of concentration (TC) =     9.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       97.000 to Point/Station       85.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      1.540(Ac.) Runoff from this stream =      4.652(CFS) Time of concentration =    9.14 min. Rainfall intensity =     3.382(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1        6.352      8.94          3.415 2        4.652      9.14          3.382 Largest stream flow has longer or shorter time of concentration Qp =      6.352 + sum of   Qa          Tb/Ta    4.652 *    0.978 =      4.551 Qp =     10.903 Total of 2 main streams to confluence: Flow rates before confluence point:        6.352       4.652 Area of streams before confluence:         1.910        1.540 Results of confluence: Total flow rate =     10.903(CFS) Time of concentration =     8.941 min. Effective stream area after confluence  =      3.450(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       85.000 to Point/Station       86.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1294.100(Ft.) Downstream point/station elevation =  1293.300(Ft.) Pipe length  =   216.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    10.903(CFS) Nearest computed pipe diameter  =     24.00(In.) Calculated individual pipe flow  =    10.903(CFS) Normal flow depth in pipe =   16.13(In.) Flow top width inside pipe =   22.54(In.) Critical Depth =   14.19(In.) Pipe flow velocity =      4.86(Ft/s) Travel time through pipe =    0.74 min. Time of concentration (TC) =     9.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       86.000 to Point/Station       86.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea            Runoff Coefficient = 0.857 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  89.00 Pervious area fraction =  1.000; Impervious fraction =  0.000 Time of concentration =     9.68 min. Rainfall intensity =      3.295(In/Hr) for a   100.0 year storm Subarea runoff =      2.683(CFS) for      0.950(Ac.) Total runoff =     13.586(CFS) Total area =       4.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       86.000 to Point/Station       87.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1293.300(Ft.) Downstream point/station elevation =  1292.600(Ft.) Pipe length  =   267.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    13.586(CFS) Nearest computed pipe diameter  =     27.00(In.) Calculated individual pipe flow  =    13.586(CFS) Normal flow depth in pipe =   19.24(In.) Flow top width inside pipe =   24.44(In.) Critical Depth =   15.38(In.) Pipe flow velocity =      4.48(Ft/s) Travel time through pipe =    0.99 min. Time of concentration (TC) =    10.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       86.000 to Point/Station       87.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      4.400(Ac.) Runoff from this stream =     13.586(CFS) Time of concentration =   10.67 min. Rainfall intensity =     3.153(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      110.000 to Point/Station      111.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   732.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.010(Ft.) Difference in elevation =     4.390(Ft.) Slope =    0.00600  s(percent)=       0.60 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.677 min. Rainfall intensity =      3.029(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.888 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.060 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.940 RI index for soil(AMC 2)  =  73.86 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =     18.608(CFS) Total initial stream area =        6.920(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      111.000 to Point/Station       87.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1293.300(Ft.) Downstream point/station elevation =  1292.600(Ft.) Pipe length  =   103.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    18.608(CFS) Nearest computed pipe diameter  =     24.00(In.) Calculated individual pipe flow  =    18.608(CFS) Normal flow depth in pipe =   19.64(In.) Flow top width inside pipe =   18.51(In.) Critical Depth =   18.62(In.) Pipe flow velocity =      6.77(Ft/s) Travel time through pipe =    0.25 min. Time of concentration (TC) =    11.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      111.000 to Point/Station       87.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      6.920(Ac.) Runoff from this stream =     18.608(CFS) Time of concentration =   11.93 min. Rainfall intensity =     2.999(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       13.586     10.67          3.153 2       18.608     11.93          2.999 Largest stream flow has longer time of concentration Qp =     18.608 + sum of   Qb         Ia/Ib   13.586 *    0.951 =     12.923 Qp =     31.530 Total of 2 main streams to confluence: Flow rates before confluence point:       13.586      18.608 Area of streams before confluence:         4.400        6.920 Results of confluence: Total flow rate =     31.530(CFS) Time of concentration =    11.931 min. Effective stream area after confluence  =     11.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       87.000 to Point/Station       88.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.600(Ft.) Downstream point/station elevation =  1291.300(Ft.) Pipe length  =   473.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    31.530(CFS) Nearest computed pipe diameter  =     36.00(In.) Calculated individual pipe flow  =    31.530(CFS) Normal flow depth in pipe =   26.77(In.) Flow top width inside pipe =   31.44(In.) Critical Depth =   21.85(In.) Pipe flow velocity =      5.60(Ft/s) Travel time through pipe =    1.41 min. Time of concentration (TC) =    13.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       87.000 to Point/Station       88.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     11.320(Ac.) Runoff from this stream =     31.530(CFS) Time of concentration =   13.34 min. Rainfall intensity =     2.853(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      115.000 to Point/Station      116.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   676.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.010(Ft.) Difference in elevation =     4.390(Ft.) Slope =    0.00649  s(percent)=       0.65 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.133 min. Rainfall intensity =      3.094(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.887 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.140 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.860 RI index for soil(AMC 2)  =  72.34 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =     14.688(CFS) Total initial stream area =        5.350(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      116.000 to Point/Station       88.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.000(Ft.) Downstream point/station elevation =  1291.300(Ft.) Pipe length  =   121.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    14.688(CFS) Nearest computed pipe diameter  =     24.00(In.) Calculated individual pipe flow  =    14.688(CFS) Normal flow depth in pipe =   17.06(In.) Flow top width inside pipe =   21.76(In.) Critical Depth =   16.58(In.) Pipe flow velocity =      6.15(Ft/s) Travel time through pipe =    0.33 min. Time of concentration (TC) =    11.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      116.000 to Point/Station       88.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      5.350(Ac.) Runoff from this stream =     14.688(CFS) Time of concentration =   11.46 min. Rainfall intensity =     3.054(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       31.530     13.34          2.853 2       14.688     11.46          3.054 Largest stream flow has longer time of concentration Qp =     31.530 + sum of   Qb         Ia/Ib   14.688 *    0.934 =     13.719 Qp =     45.249 Total of 2 main streams to confluence: Flow rates before confluence point:       31.530      14.688 Area of streams before confluence:        11.320        5.350 Results of confluence: Total flow rate =     45.249(CFS) Time of concentration =    13.338 min. Effective stream area after confluence  =     16.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       88.000 to Point/Station       89.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1291.300(Ft.) Downstream point/station elevation =  1290.000(Ft.) Pipe length  =   434.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    45.249(CFS) Nearest computed pipe diameter  =     39.00(In.) Calculated individual pipe flow  =    45.249(CFS) Normal flow depth in pipe =   32.02(In.) Flow top width inside pipe =   29.91(In.) Critical Depth =   25.75(In.) Pipe flow velocity =      6.21(Ft/s) Travel time through pipe =    1.16 min. Time of concentration (TC) =    14.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       88.000 to Point/Station       89.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     16.670(Ac.) Runoff from this stream =     45.249(CFS) Time of concentration =   14.50 min. Rainfall intensity =     2.747(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      120.000 to Point/Station      121.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   678.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.010(Ft.) Difference in elevation =     4.390(Ft.) Slope =    0.00647  s(percent)=       0.65 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.152 min. Rainfall intensity =      3.092(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.410 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.590 RI index for soil(AMC 2)  =  67.21 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =     14.683(CFS) Total initial stream area =        5.370(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      121.000 to Point/Station       89.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1290.700(Ft.) Downstream point/station elevation =  1290.000(Ft.) Pipe length  =   112.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    14.683(CFS) Nearest computed pipe diameter  =     24.00(In.) Calculated individual pipe flow  =    14.683(CFS) Normal flow depth in pipe =   16.55(In.) Flow top width inside pipe =   22.21(In.) Critical Depth =   16.56(In.) Pipe flow velocity =      6.35(Ft/s) Travel time through pipe =    0.29 min. Time of concentration (TC) =    11.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      121.000 to Point/Station       89.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      5.370(Ac.) Runoff from this stream =     14.683(CFS) Time of concentration =   11.45 min. Rainfall intensity =     3.056(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       45.249     14.50          2.747 2       14.683     11.45          3.056 Largest stream flow has longer time of concentration Qp =     45.249 + sum of   Qb         Ia/Ib   14.683 *    0.899 =     13.200 Qp =     58.449 Total of 2 main streams to confluence: Flow rates before confluence point:       45.249      14.683 Area of streams before confluence:        16.670        5.370 Results of confluence: Total flow rate =     58.449(CFS) Time of concentration =    14.503 min. Effective stream area after confluence  =     22.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       89.000 to Point/Station       90.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1290.000(Ft.) Downstream point/station elevation =  1288.900(Ft.) Pipe length  =   366.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    58.449(CFS) Nearest computed pipe diameter  =     42.00(In.) Calculated individual pipe flow  =    58.449(CFS) Normal flow depth in pipe =   37.31(In.) Flow top width inside pipe =   26.45(In.) Critical Depth =   28.74(In.) Pipe flow velocity =      6.47(Ft/s) Travel time through pipe =    0.94 min. Time of concentration (TC) =    15.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       89.000 to Point/Station       90.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     22.040(Ac.) Runoff from this stream =     58.449(CFS) Time of concentration =   15.45 min. Rainfall intensity =     2.670(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      125.000 to Point/Station      126.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   677.000(Ft.) Top (of initial area) elevation =  1302.400(Ft.) Bottom (of initial area) elevation =  1298.010(Ft.) Difference in elevation =     4.390(Ft.) Slope =    0.00648  s(percent)=       0.65 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =   11.142 min. Rainfall intensity =      3.093(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.940 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.060 RI index for soil(AMC 2)  =  57.14 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =     10.782(CFS) Total initial stream area =        3.970(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      126.000 to Point/Station       90.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.010(Ft.) Downstream point/station elevation =  1288.900(Ft.) Pipe length  =    80.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    10.782(CFS) Nearest computed pipe diameter  =     15.00(In.) Calculated individual pipe flow  =    10.782(CFS) Normal flow depth in pipe =   10.59(In.) Flow top width inside pipe =   13.66(In.) Critical depth could not be calculated. Pipe flow velocity =     11.64(Ft/s) Travel time through pipe =    0.11 min. Time of concentration (TC) =    11.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      126.000 to Point/Station       90.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      3.970(Ac.) Runoff from this stream =     10.782(CFS) Time of concentration =   11.26 min. Rainfall intensity =     3.079(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       58.449     15.45          2.670 2       10.782     11.26          3.079 Largest stream flow has longer time of concentration Qp =     58.449 + sum of   Qb         Ia/Ib   10.782 *    0.867 =      9.351 Qp =     67.800 Total of 2 main streams to confluence: Flow rates before confluence point:       58.449      10.782 Area of streams before confluence:        22.040        3.970 Results of confluence: Total flow rate =     67.800(CFS) Time of concentration =    15.446 min. Effective stream area after confluence  =     26.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       90.000 to Point/Station       91.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1288.900(Ft.) Downstream point/station elevation =  1288.700(Ft.) Pipe length  =    57.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    67.800(CFS) Nearest computed pipe diameter  =     45.00(In.) Calculated individual pipe flow  =    67.800(CFS) Normal flow depth in pipe =   34.88(In.) Flow top width inside pipe =   37.58(In.) Critical Depth =   30.41(In.) Pipe flow velocity =      7.38(Ft/s) Travel time through pipe =    0.13 min. Time of concentration (TC) =    15.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       91.000 to Point/Station       91.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.875 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2)  =  56.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =    15.57 min. Rainfall intensity =      2.660(In/Hr) for a   100.0 year storm Subarea runoff =      0.535(CFS) for      0.230(Ac.) Total runoff =     68.335(CFS) Total area =      26.240(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       91.000 to Point/Station       92.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1288.700(Ft.) Downstream point/station elevation =  1287.900(Ft.) Pipe length  =   256.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    68.335(CFS) Nearest computed pipe diameter  =     45.00(In.) Calculated individual pipe flow  =    68.335(CFS) Normal flow depth in pipe =   37.31(In.) Flow top width inside pipe =   33.87(In.) Critical Depth =   30.55(In.) Pipe flow velocity =      6.98(Ft/s) Travel time through pipe =    0.61 min. Time of concentration (TC) =    16.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       92.000 to Point/Station       92.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ COMMERCIAL subarea type                      Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2)  =  56.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Time of concentration =    16.19 min. Rainfall intensity =      2.615(In/Hr) for a   100.0 year storm Subarea runoff =      0.549(CFS) for      0.240(Ac.) Total runoff =     68.884(CFS) Total area =      26.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       92.000 to Point/Station       93.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1287.900(Ft.) Downstream point/station elevation =  1287.700(Ft.) Pipe length  =    60.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    68.884(CFS) Nearest computed pipe diameter  =     45.00(In.) Calculated individual pipe flow  =    68.884(CFS) Normal flow depth in pipe =   36.38(In.) Flow top width inside pipe =   35.43(In.) Critical Depth =   30.66(In.) Pipe flow velocity =      7.21(Ft/s) Travel time through pipe =    0.14 min. Time of concentration (TC) =    16.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       92.000 to Point/Station       93.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     26.480(Ac.) Runoff from this stream =     68.884(CFS) Time of concentration =   16.33 min. Rainfall intensity =     2.605(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      130.000 to Point/Station      131.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   267.000(Ft.) Top (of initial area) elevation =  1304.760(Ft.) Bottom (of initial area) elevation =  1298.760(Ft.) Difference in elevation =     6.000(Ft.) Slope =    0.02247  s(percent)=       2.25 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    5.990 min. Rainfall intensity =      4.090(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.882 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2)  =  56.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      2.308(CFS) Total initial stream area =        0.640(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      131.000 to Point/Station       93.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1292.760(Ft.) Downstream point/station elevation =  1287.700(Ft.) Pipe length  =    48.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     2.308(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     2.308(CFS) Normal flow depth in pipe =    4.12(In.) Flow top width inside pipe =    8.97(In.) Critical Depth =    8.12(In.) Pipe flow velocity =     11.70(Ft/s) Travel time through pipe =    0.07 min. Time of concentration (TC) =     6.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      131.000 to Point/Station       93.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      0.640(Ac.) Runoff from this stream =      2.308(CFS) Time of concentration =    6.06 min. Rainfall intensity =     4.069(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       68.884     16.33          2.605 2        2.308      6.06          4.069 Largest stream flow has longer time of concentration Qp =     68.884 + sum of   Qb         Ia/Ib    2.308 *    0.640 =      1.477 Qp =     70.361 Total of 2 main streams to confluence: Flow rates before confluence point:       68.884       2.308 Area of streams before confluence:        26.480        0.640 Results of confluence: Total flow rate =     70.361(CFS) Time of concentration =    16.325 min. Effective stream area after confluence  =     27.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       93.000 to Point/Station       94.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1287.700(Ft.) Downstream point/station elevation =  1284.600(Ft.) Pipe length  =    92.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    70.361(CFS) Nearest computed pipe diameter  =     30.00(In.) Calculated individual pipe flow  =    70.361(CFS) Normal flow depth in pipe =   22.99(In.) Flow top width inside pipe =   25.39(In.) Critical depth could not be calculated. Pipe flow velocity =     17.43(Ft/s) Travel time through pipe =    0.09 min. Time of concentration (TC) =    16.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       93.000 to Point/Station       94.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     27.120(Ac.) Runoff from this stream =     70.361(CFS) Time of concentration =   16.41 min. Rainfall intensity =     2.598(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      140.000 to Point/Station      141.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   430.000(Ft.) Top (of initial area) elevation =  1298.000(Ft.) Bottom (of initial area) elevation =  1288.610(Ft.) Difference in elevation =     9.390(Ft.) Slope =    0.02184  s(percent)=       2.18 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    7.289 min. Rainfall intensity =      3.744(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.883 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.770 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.230 RI index for soil(AMC 2)  =  60.37 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      1.421(CFS) Total initial stream area =        0.430(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      141.000 to Point/Station       94.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1285.100(Ft.) Downstream point/station elevation =  1284.600(Ft.) Pipe length  =    40.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     1.421(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     1.421(CFS) Normal flow depth in pipe =    5.92(In.) Flow top width inside pipe =    8.54(In.) Critical Depth =    6.59(In.) Pipe flow velocity =      4.62(Ft/s) Travel time through pipe =    0.14 min. Time of concentration (TC) =     7.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      141.000 to Point/Station       94.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      0.430(Ac.) Runoff from this stream =      1.421(CFS) Time of concentration =    7.43 min. Rainfall intensity =     3.711(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       70.361     16.41          2.598 2        1.421      7.43          3.711 Largest stream flow has longer time of concentration Qp =     70.361 + sum of   Qb         Ia/Ib    1.421 *    0.700 =      0.995 Qp =     71.356 Total of 2 main streams to confluence: Flow rates before confluence point:       70.361       1.421 Area of streams before confluence:        27.120        0.430 Results of confluence: Total flow rate =     71.356(CFS) Time of concentration =    16.413 min. Effective stream area after confluence  =     27.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       94.000 to Point/Station       95.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1284.600(Ft.) Downstream point/station elevation =  1275.500(Ft.) Pipe length  =   281.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    71.356(CFS) Nearest computed pipe diameter  =     30.00(In.) Calculated individual pipe flow  =    71.356(CFS) Normal flow depth in pipe =   23.72(In.) Flow top width inside pipe =   24.41(In.) Critical depth could not be calculated. Pipe flow velocity =     17.13(Ft/s) Travel time through pipe =    0.27 min. Time of concentration (TC) =    16.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       94.000 to Point/Station       95.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =     27.550(Ac.) Runoff from this stream =     71.356(CFS) Time of concentration =   16.69 min. Rainfall intensity =     2.579(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      145.000 to Point/Station      146.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   612.000(Ft.) Top (of initial area) elevation =  1303.000(Ft.) Bottom (of initial area) elevation =  1281.500(Ft.) Difference in elevation =    21.500(Ft.) Slope =    0.03513  s(percent)=       3.51 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration =    7.633 min. Rainfall intensity =      3.667(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.880 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2)  =  56.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      2.130(CFS) Total initial stream area =        0.660(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      146.000 to Point/Station       95.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1276.000(Ft.) Downstream point/station elevation =  1275.500(Ft.) Pipe length  =    20.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =     2.130(CFS) Nearest computed pipe diameter  =      9.00(In.) Calculated individual pipe flow  =     2.130(CFS) Normal flow depth in pipe =    6.17(In.) Flow top width inside pipe =    8.36(In.) Critical Depth =    7.90(In.) Pipe flow velocity =      6.60(Ft/s) Travel time through pipe =    0.05 min. Time of concentration (TC) =     7.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      146.000 to Point/Station       95.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area =      0.660(Ac.) Runoff from this stream =      2.130(CFS) Time of concentration =    7.68 min. Rainfall intensity =     3.656(In/Hr) Summary of stream data: Stream   Flow rate      TC            Rainfall Intensity  No.       (CFS)       (min)                 (In/Hr) 1       71.356     16.69          2.579 2        2.130      7.68          3.656 Largest stream flow has longer time of concentration Qp =     71.356 + sum of   Qb         Ia/Ib    2.130 *    0.705 =      1.502 Qp =     72.858 Total of 2 main streams to confluence: Flow rates before confluence point:       71.356       2.130 Area of streams before confluence:        27.550        0.660 Results of confluence: Total flow rate =     72.858(CFS) Time of concentration =    16.687 min. Effective stream area after confluence  =     28.210(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       95.000 to Point/Station       96.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation =  1275.500(Ft.) Downstream point/station elevation =  1275.200(Ft.) Pipe length  =    29.00(Ft.)   Manning's N = 0.013 No. of pipes = 1  Required pipe flow  =    72.858(CFS) Nearest computed pipe diameter  =     39.00(In.) Calculated individual pipe flow  =    72.858(CFS) Normal flow depth in pipe =   28.08(In.) Flow top width inside pipe =   35.02(In.) Critical Depth =   32.45(In.) Pipe flow velocity =     11.40(Ft/s) Travel time through pipe =    0.04 min. Time of concentration (TC) =    16.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station       96.000 to Point/Station       96.000 **** SUBAREA FLOW ADDITION **** ______________________________________________________________________ UNDEVELOPED (poor cover) subarea            Runoff Coefficient = 0.787 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.980 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.020 RI index for soil(AMC 2)  =  78.22 Pervious area fraction =  1.000; Impervious fraction =  0.000 Time of concentration =    16.73 min. Rainfall intensity =      2.576(In/Hr) for a   100.0 year storm Subarea runoff =      2.594(CFS) for      1.280(Ac.) Total runoff =     75.452(CFS) Total area =      29.490(Ac.) End of computations, total study area =           29.49 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.168 Area averaged RI index number =  69.7 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 ‐ 2005 Version 7.1 Rational Hydrology Study        Date: 07/31/24  File:2425p100c.out ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Stockdale Industrial Drainage Area C Proposed Condition 100‐Year Storm ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐  *********   Hydrology Study Control Information **********  English (in‐lb) Units used in input data file ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Program License Serial Number 6062 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) =  100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation =  0.570(In.) 100 year, 1 hour precipitation =  1.450(In.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity =  1.450(In/Hr) Slope of intensity duration curve = 0.4500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      150.000 to Point/Station      151.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   159.000(Ft.) Top (of initial area) elevation =  1300.500(Ft.) Bottom (of initial area) elevation =  1292.000(Ft.) Difference in elevation =     8.500(Ft.) Slope =    0.05346  s(percent)=       5.35 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration =    5.000 min. Rainfall intensity =      4.436(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      0.791(CFS) Total initial stream area =        0.200(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      150.000 to Point/Station      151.000 **** CONFLUENCE OF MAIN STREAMS **** ______________________________________________________________________ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area =      0.200(Ac.) Runoff from this stream =      0.791(CFS) Time of concentration =    5.00 min. Rainfall intensity =     4.436(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station      155.000 to Point/Station      156.000 **** INITIAL AREA EVALUATION **** ______________________________________________________________________ Initial area flow distance =   110.000(Ft.) Top (of initial area) elevation =  1299.200(Ft.) Bottom (of initial area) elevation =  1291.500(Ft.) Difference in elevation =     7.700(Ft.) Slope =    0.07000  s(percent)=       7.00 TC = k(0.300)*[(length^3)/(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration =    5.000 min. Rainfall intensity =      4.436(In/Hr) for a   100.0 year storm COMMERCIAL subarea type                      Runoff Coefficient = 0.892 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2)  =  75.00 Pervious area fraction =  0.100; Impervious fraction =  0.900 Initial subarea runoff =      0.237(CFS) Total initial stream area =        0.060(Ac.) Pervious area fraction = 0.100 End of computations, total study area =            0.26 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.100 Area averaged RI index number =  75.0 Appendix D FEMA FLOOD INSURANCE RATE MAP ProjectBoundary Appendix E STOCKDALE INDUSTRIAL PROJECT CONCEPTUAL GRADING PLAN PREPARED BY:STOCKDALE INDUSTRIALCITY OF LAKE ELSINORECONCEPTUAL GRADING PLANSTOCKDALE INDUSTRIAL PROJECTCONCEPTUAL GRADING PLANIN THE CITY OF LAKE ELSINORELOTS 1 THRU 27 INCLUSIVE IN BLOCK 9 OF HOFFS FIRST ADDITION TO TERRA COTTA CITY, IN THE CITY OF LAKE ELSINORE, COUNTY OFRIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP RECORDED IN BOOK 12, PAGE 568 OF MAPS, RECORDS OF SAN DIEGO COUNTY,CALIFORNIA.TOGETHER WITH THE UNNAMED ALLEYS LYING WITH IN BLOCK 9 AS VACATED BY RESOLUTION RECORDED APRIL 25, 1988 AS INSTRUMENTNO. 108624 AND APRIL 27, 1988 AS INSTRUMENT NO.111896 OFFICIAL RECORDS.HOTEL BLOCK OF HOFFS FIRST ADDITION TO TERRA COTTA CITY, IN THE CITY OF LAKE ELSINORE, COUNTY OF RIVERSIDE, STATE OFCALIFORNIA, AS SHOWN BY MAP RECORDED IN BOOK 12, PAGE 568 OF MAPS, RECORDS OF SAN DIEGO COUNTY, CALIFORNIA.LOTS 1, 3, 5, 7, 11, 13, 14, 15, 16, 17, 19, 20, IN BLOCK 10 OF HOFFS FIRST ADDITION TO TERRA COTTA CITY, IN THE CITY OF LAKE ELSINORE,COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP RECORDED IN BOOK 12, PAGE 568 OF MAPS, RECORDS OF SAN DIEGOCOUNTY, CALIFORNIA.LOT 19, 20 IN BLOCK 2 OF TERRA COTTA CITY, IN THE CITY OF ELSINORE, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP ONFILE IN BOOK 4 OF PAGE(S) 212 OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTYTOGETHER WITH THE UNNAMED ALLEY ADJOINING SAID LOT AS VACATED BY RESOLUTION RECORDED FEBRUARY 16, 1965 ASINSTRUMENT NO. 17927 OFFICIAL RECORDS.LOTS 9 AND 18 IN BLOCK 10 OF HOFFS FIRST ADDITION TO TERRA COTTA CITY, AS SHOWN BY MAP ON FILE IN BOOK 12, PAGE 568 OF MAPS, IN THEOFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, CALIFORNIA.PARCEL 2 OF LOT LINE ADJUSTMENT NO. 2021-0002 RECORDED OCTOBER 5, 2021 AS INSTRUMENT NO. 2021-0591030 OF OFFICIAL RECORDS.LOTS 1 THROUGH 12 OF BLOCK 23 OF HOFF'S FIRST ADDITION TO TERRA COTTA CITY, IN THE CITY OF LAKE ELSINORE, COUNTY OF RIVERSIDE,STATE OF CALIFORNIA, AS SHOWN BY MAP ON FILE IN BOOK 12, PAGE 568, RECORDS OF SAN DIEGO COUNTY, CALIFORNIA. PREPARED BY:STOCKDALE INDUSTRIALCITY OF LAKE ELSINORECONCEPTUAL GRADING PLAN BOT= 1292.51293.51293.5PREPARED BY:STOCKDALE INDUSTRIALCITY OF LAKE ELSINORECONCEPTUAL GRADING PLAN SEE SHEET 5 SEE SHEET 4 PREPARED BY:STOCKDALE INDUSTRIALCITY OF LAKE ELSINORECONCEPTUAL GRADING PLAN SEE SHEET 5 SEE SHEET 3 BOT= 126512671272BOT= 1254.5BOT= 12821284 1 2 8 4 2:1 2:1PREPARED BY:STOCKDALE INDUSTRIALCITY OF LAKE ELSINORECONCEPTUAL GRADING PLAN SEE SHEET 3 SEE SHEET 4 Appendix F HYDROLOGIC ANALYSIS FOR NICHOLS ROAD, TRACT NO. 28214 AND TRACT NO. 30836 LAKE ELSINORE, CA HYDROLOGIC ANALYSIS FOR NICHOLS ROAD, TRACT NO. 28214 AND TRACT NO. 30836 LAKE ELSINORE, CALIFORNIA November 12th, 2007 Prepared For: KWC ENGINEERS CITY OF CORONA, CA Prepared By: WEST CONSULTANTS, INC. 16870 W. Bernardo Drive, Suite 340 San Diego, CA 92127 (858) 487-9378 WEST Project No. 778C01 WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 i TABLE OF CONTENTS LIST OF TABLES..........................................................................................................................ii LIST OF FIGURES.......................................................................................................................iii LIST OF APPENDICES................................................................................................................iv 1 Introduction............................................................................................................................. 1 1.1 Study Overview ..............................................................................................................1 1.2 Study Area ...................................................................................................................... 2 1.3 Acknowledgements......................................................................................................... 3 2 Hydrologic Model Development ............................................................................................ 4 2.1 Existing Conditions.........................................................................................................4 2.2 Proposed Conditions....................................................................................................... 8 3 Detention Pond Analysis....................................................................................................... 14 3.1 Design Criteria.............................................................................................................. 14 3.2 Proposed Conditions Design......................................................................................... 14 3.2.1 Peak Outflows at the Outlet.................................................................................. 16 3.2.2 Detention Basin Peak Storage and Maximum Water Surface Elevation.............. 16 4 References............................................................................................................................. 18 WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 ii LIST OF TABLES Table 1. Precipitation Depth in Inches (NOAA Atlas 14).............................................................. 5 Table 2. Calculated Loss Rates (in/hr)............................................................................................ 5 Table 3. Existing Conditions Watersheds Hydrologic Parameters................................................. 6 Table 4. Existing Conditions Routing Hydrologic Parameters....................................................... 7 Table 5. Adjusted Loss Rate for Proposed Conditions (in/hr)........................................................ 9 Table 6. Proposed Conditions Watershed Hydrologic Parameters............................................... 10 Table 7. Proposed Conditions Routing Hydrologic Parameters (Natural Drainage).................... 10 Table 8. Proposed Conditions Routing Hydrologic Parameters (Storm Drain)............................ 11 Table 9. Proposed Conditions Model Elements Connections (Storm Drain)............................... 11 Table 10. Proposed Conditions Model Elements Connections (Natural Drainage)..................... 12 Table 11. Detention Basin Design Specifications......................................................................... 15 Table 12. Existing and Proposed Conditions Peak Flows............................................................ 16 Table 13. Difference in Peak Flow between Existing and Proposed Conditions......................... 16 Table 14. Peak Storage and Maximum Water Surface Elevation for Detention Basin................ 17 WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 iii LIST OF FIGURES Figure 1. Location Map................................................................................................................... 1 Figure 2. Study Area....................................................................................................................... 2 Figure 3. Existing Conditions Watersheds...................................................................................... 4 Figure 4. Existing Conditions Basins in the HEC-HMS Model..................................................... 7 Figure 5. Proposed Conditions Watersheds.................................................................................... 8 Figure 6. Proposed Conditions Basins in the HEC-HMS Model.................................................. 12 Figure 7. Proposed Conditions Detention Basin Location............................................................ 13 WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 iv LIST OF APPENDICES Appendix A: RCFCWCD Hydrology Manual - Hydrologic Data Appendix B: Existing Conditions Hydrologic Model Parameters Appendix C: Proposed Conditions Hydrologic Model Parameters Appendix D: HEC-HMS Input Data Appendix E: Detention Basin Storage Volume Appendix F: Outlet Structure Rating Curve Appendix G: HEC-HMS Output Data Appendix H: Existing Conditions and Proposed Conditions Hydrographs Appendix I: HEC-HMS Model CD ROM INTRODUCTION WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 1 1 Introduction 1.1 Study Overview WEST Consultants (WEST) has performed a hydrologic and detention pond analysis for Nichols Road, Tract No. 28214 (Alberhill Ranch Project) and Tract No. 30836 (Hoist/Alberhill Estates Project), located in the City of Lake Elsinore, Riverside County, California (see Figure 1). Figure 1. Location Map. Existing and proposed hydrologic conditions were analyzed using the Synthetic Unit Hydrograph Method as outlined in the Riverside County Flood Control and Water Conservation District (RCFCWCD) Hydrology Manual (1978). The ArcView GIS, Geo-HMS, and HEC-HMS programs were used to delineate the watersheds and compute the required hydrographs. The increased runoff mitigation facility (referred to as “Detention Basin” throughout the report) was verified for the 2-year, 5-year, and 10-year return periods with the 1-hour, 3-hour, 6-hour, and PROJECT LOCATION INTRODUCTION WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 2 24-hour duration events, such that the proposed conditions peak outflow for the entire development is not greater than the existing conditions peak outflow (as outlined in the 1995 RCFCWCD guidelines for the increased runoff mitigation facility design). 1.2 Study Area Figure 2 shows the study area for the proposed Alberhill Ranch and Hoist developments. Figure 2. Study Area. The proposed development drainage area includes 125 acres within the southeastern portion of the Alberhill Ranch development and the entire Hoist development (127 acres) as single family residential housing, school sites, multi-family, and park sites to be developed according to KWC Engineers (KWC, August 2006). The proposed storm drain system (see Figure 2) runs easterly INTRODUCTION WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 3 towards Temescal Wash under Nichols Road and water will be routed into an increased runoff mitigation facility ( “Detention Basin” in Figure 2) located near the intersection of Nichols Road and Pierce Street. The study area also includes about 200 acres of undeveloped sheds located south of Nichols Road (which may be developed in the future) and about 100 acres of reserves located within the MSHP boundaries whose land use conditions will not change due to the proposed development. 1.3 Acknowledgements Dr. Dragoslav Stefanovic, PE, was the WEST project manager who provided overall guidance and quality assurance. Ms. Daniela Todesco, EIT, performed the hydrologic analyses. The project manager for KWC was Mr. Kenneth Crawford, PE. Mr. Mike Taing, PE, was the assistant project manager for KWC. HYDROLOGIC MODEL DEVELOPMENT WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 4 2 Hydrologic Model Development 2.1 Existing Conditions WEST delineated the existing conditions drainage watershed based on the 2005 1-foot contour topographic data for the site obtained from KWC. Additional topographic information was obtained digitizing 20-foot contours from the 1995 RCFCWCD Digital Raster Graphic tiles and merging them with the KWC topographic data. The ArcView GIS Geo-HMS extension was used to delineate the existing watersheds and flow paths as shown in Figure B-1 in Appendix B. The outlet point where the peak flow was calculated is located north of Nichols Road at the confluence with Temescal Wash as shown in Figure 3. This location was identified as the most downstream point in the natural drain system where all the flow paths from the studied drainage area come together. Figure 3. Existing Conditions Watersheds. HYDROLOGIC MODEL DEVELOPMENT WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 5 The soil and hydrologic soil group digital data (shapefiles) for Riverside County were downloaded from the Soil Data Mart of the National Resources Conservation Service (NRCS). Figure B-2 in Appendix B shows the hydrologic soil group distribution over the proposed site (with a predominance of soil group C).The land use information was obtained from field surveys and aerial photographs. Land cover for the existing conditions was assumed to be natural, chaparral narrow leaf in fair and poor conditions, open brush in fair and poor conditions, and some barren and residential areas as indicated in Figure B-3 in Appendix B. Precipitation point values for the Alberhill Ranch location for the 2-year, 5-year, and 10-year return periods with the 1-hour, 3-hour, 6-hour, and 24-hour duration events were obtained from the Precipitation Frequency Data Server, NOAA Atlas 14 for the Semiarid Southwest, released online in 2004, which replaced the NOAA Atlas 2, Volume XI for California published in 1973. Precipitation area adjustment was not necessary due to the size of the study area (less than one square mile). Table 1 presents the total point precipitation depths used in the study (see Appendix A for the complete document). The 100-year 3-hour precipitation point value is 2.33 inches. Table 1. Precipitation Depth in Inches (NOAA Atlas 14). Duration\ Return Period 1-hr 3-hr 6-hr 24-hr 2 years 0.55 1.01 1.49 2.56 5 years 0.73 1.29 1.90 3.41 10 years 0.87 1.51 2.22 4.03 Infiltration rates were estimated based on Plate E-6.2 in the RCFCWCD Hydrology Manual (1978) using the runoff index (RI) determined for each soil and land use condition according to Plate E-6.1. Antecedent Soil Moisture Conditions were assumed to be AMC II for the 10-year and 100-year return period, while the Infiltration Rate was adjusted based on AMC I conditions (Plate E-6.2) for the 2- and 5-year return period. Table 2 presents the calculated loss rates (Fp) for each soil group and land use for existing conditions based on the regression equations presented in Appendix A. Residential area was assumed 50 percent impervious. Table 2. Calculated Loss Rates (in/hr). HYDROLOGIC SOIL GROUP LAND USE CN Fp PER AMC I Fp PER AMC II A Chaparral Fair Conditions 55 0.71 0.52 B Chaparral Fair Conditions 72 0.54 0.34 C Chaparral Fair Conditions 81 0.43 0.24 D Chaparral Fair Conditions 86 0.34 0.18 A Chaparral Poor Conditions 71 0.55 0.35 B Chaparral Poor Conditions 82 0.41 0.22 C Chaparral Poor Conditions 88 0.30 0.15 D Chaparral Poor Conditions 91 0.25 0.12 A Open Brush Fair Conditions 46 0.79 0.61 B Open Brush Fair Conditions 66 0.60 0.40 C Open Brush Fair Conditions 77 0.48 0.28 HYDROLOGIC MODEL DEVELOPMENT WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 6 D Open Brush Fair Conditions 83 0.40 0.21 A Open Brush Poor Conditions 62 0.65 0.45 B Open Brush Poor Conditions 76 0.49 0.29 C Open Brush Poor Conditions 84 0.37 0.20 D Open Brush Poor Conditions 88 0.30 0.16 A Residential 32 0.48 0.41 B Residential 56 0.39 0.28 C Residential 69 0.31 0.20 D Residential 75 0.28 0.17 A Barren 78 0.46 0.27 B Barren 86 0.34 0.18 C Barren 91 0.25 0.12 D Barren 93 0.20 0.09 In the case of a 24-hour storm, losses were calculated for each storm and each infiltration rate value following the procedure outlined in the RCFCWCD Hydrology Manual (1978). A variable loss rate (time dependent) was compared to the rainfall rate for the same time period. In the case when the loss rate was exceeding the precipitation rate, a minimum value of loss rate (taken as 50 percent of the adjusted loss rate) was used. For each basin with different infiltration rate (from 0.1 to 0.7), an excess precipitation function was assigned according to the frequency of the event (i.e., 2-year, 5-year, and 10-year). Each precipitation curve is presented in Appendix D, while the meteorological model description for the 24-hour event shows the correspondence between each shed and the assigned excess precipitation function. The rainfall-runoff transformation was determined using the S-graph approach as outlined in Section E of the RCFCWCD Hydrology Manual (1978). The Foothills S-curve was found to be suitable for the study area. Lags were determined as described on Plate E-3 based on watershed characteristics obtained using the Geo-HMS extension in ArcView GIS for the existing conditions watersheds (Table 3). Figure B-1 in Appendix B shows the location of watershed centroids, centroidal and longest flow paths for each shed for existing conditions. Table 3. Existing Conditions Watersheds Hydrologic Parameters. WATERSHED Area (acres) Longest Flow Path (miles) Centr. Flow Path (miles) Slope (ft/mile) n value Lag (hours) CN (I) CN (II) Infiltr. Rate for AMC I (in/hr) Infiltr. Rate for AMC II (in/hr) Shed A 58 0.64 0.20 649 0.030 0.10 78 78 0.46 0.27 Shed B 91 0.89 0.39 539 0.030 0.15 75 75 0.50 0.31 Shed C 67 0.81 0.29 449 0.030 0.13 76 76 0.49 0.29 Shed D 116 1.11 0.48 407 0.030 0.18 80 80 0.44 0.25 Shed E 95 0.76 0.29 465 0.030 0.13 81 81 0.42 0.24 Shed F 33 0.36 0.11 259 0.030 0.07 81 81 0.42 0.24 Shed G 76 0.74 0.37 544 0.030 0.13 81 81 0.42 0.24 Shed H 58 0.77 0.32 523 0.025 0.11 80 79 0.44 0.26 Shed I 12 0.26 0.07 164 0.015 0.03 80 75 0.44 0.31 HYDROLOGIC MODEL DEVELOPMENT WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 7 The Muskingum method was chosen to route the hydrographs through the entire watershed. Table 4 presents the parameters obtained from field surveys and topographic data for the existing conditions. Table 4. Existing Conditions Routing Hydrologic Parameters. Reach Length (ft) Upstream Elevation (ft) Downstream Elevation (ft) Slope Manning's n Bottom Width (ft) Side Slope (H:V) Natural 1 1600 1266 1251 0.009 0.03 30 10 Natural 2 980 1275 1266 0.009 0.03 30 10 Natural 3 1269 1297 1275 0.017 0.03 30 10 Natural 4 1694 1348 1297 0.030 0.03 30 10 Natural 5 552 1368 1348 0.036 0.03 30 10 Natural 6 1037 1397 1368 0.028 0.03 30 10 The hydrologic data were imported into the Hydrologic Engineering Center HEC-HMS Model, Version 3.0.0, and three existing conditions basin models (one for AMC I Conditions, one for AMC II Conditions, and one for 24-Hour Conditions) were created. The rainfall patterns were tabulated as presented on Plate E-5.9 in the RCFCWCD Hydrology Manual (1978) and the total precipitation depths were adjusted based on Table 1. Figure 4 shows the basin schematic in the HEC-HMS model. Figure 4. Existing Conditions Basins in the HEC-HMS Model. HYDROLOGIC MODEL DEVELOPMENT WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 8 2.2 Proposed Conditions WEST delineated the proposed conditions drainage area according to KWC (August 2006) as shown in Figure 5. Watersheds centroids, flow paths and elevations are presented in Figure C-1 in Appendix C. Figure 5. Proposed Conditions Watersheds. Sheds labeled South 1, South 2, and South 3 correspond to sheds labeled Shed I, Shed H, and Shed F in the existing conditions model. Alberhill 1, Alberhill 2, Alberhill 3, and Alberhill 4 include the proposed residential developments south of Nichols Road, while Hoist 1 and Hoist 2 reflect the proposed Hoist development north of Nichols Road. Flow from the proposed developments will be routed through storm drains along Nichols road and discharged into Temescal Wash. Offsite flow from North 1 through North 4 (MSHP) and flow conveyed through South 5 will be collected in the stormdrain as well. Additional small watersheds (Road 1 through Road 6) were delineated along Nichols Road and are outlined in Figure C-1 in Appendix C. HYDROLOGIC MODEL DEVELOPMENT WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 9 Land use information was obtained from KWC (August 2006). Land cover for the proposed conditions was assumed to be residential (single family and multi-family), commercial, chaparral narrow leaf in fair conditions, open brush in fair and poor conditions, and urban cover (see Figure C-3 in Appendix C). Infiltration rates were determined as outlined in Section 2.1. For the developed areas, the effect of impervious surfaces on the average infiltration rate for each shed was considered using an adjusted loss rate based on the relationship presented on Page E-8 in the RCFCWCD Hydrology Manual (1978). The impervious area decimal percent for different conditions was based on Plate E-6.3 in the RCFCWCD Hydrology Manual (1978). Table 5 presents the adjusted loss rate (F) for each soil group and land use for proposed conditions. The ArcView GIS program with the Geoprocessing Extension was used to obtain an average infiltration rate value for each proposed shed based on the AMC conditions, soil and land use information (see Table 6). Table 5. Adjusted Loss Rate for Proposed Conditions (in/hr). HYDROLOGIC SOIL GROUP LAND USE % IMPERVIOUS CN Fp PER AMC I Fp PER AMC II F(I) F(II) A Chaparral Fair Conditions 0 55 0.71 0.52 0.71 0.52 B Chaparral Fair Conditions 0 72 0.54 0.34 0.54 0.34 C Chaparral Fair Conditions 0 81 0.43 0.24 0.43 0.24 D Chaparral Fair Conditions 0 86 0.34 0.18 0.34 0.18 A Residential 50 32 0.88 0.74 0.48 0.41 B Residential 50 56 0.70 0.51 0.39 0.28 C Residential 50 69 0.57 0.37 0.31 0.20 D Residential 50 75 0.50 0.31 0.28 0.17 A Commercial 90 32 0.88 0.74 0.17 0.14 B Commercial 90 56 0.70 0.51 0.13 0.10 C Commercial 90 69 0.57 0.37 0.11 0.07 D Commercial 90 75 0.50 0.31 0.10 0.06 A Urban Cover 0 44 0.80 0.63 0.80 0.63 B Urban Cover 0 65 0.62 0.42 0.62 0.42 C Urban Cover 0 77 0.48 0.28 0.48 0.28 D Urban Cover 0 82 0.41 0.22 0.41 0.22 A Open Brush Fair Conditions 0 46 0.79 0.61 0.79 0.61 B Open Brush Fair Conditions 0 66 0.60 0.40 0.60 0.40 C Open Brush Fair Conditions 0 77 0.48 0.28 0.48 0.28 D Open Brush Fair Conditions 0 83 0.40 0.21 0.40 0.21 A Open Brush Poor Conditions 0 62 0.65 0.45 0.65 0.45 B Open Brush Poor Conditions 0 76 0.49 0.29 0.49 0.29 C Open Brush Poor Conditions 0 84 0.37 0.20 0.37 0.20 D Open Brush Poor Conditions 0 88 0.30 0.16 0.30 0.16 Lags (to be included in the rainfall-runoff S-curve transformation) were determined based on the flow lengths and slopes obtained from the street/lot layout as given by KWC (August 2006) and shown in Table 6. HYDROLOGIC MODEL DEVELOPMENT WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 10 Table 6. Proposed Conditions Watershed Hydrologic Parameters. WATERSHED Area (acres) Longest Flow Path (miles) Centr. Flow Path (miles) Slope (ft/mile) n value Lag (hours) Infiltr. Rate for AMC I (in/hr) Infiltr. Rate for AMC II (in/hr) Alberhill 1 63 0.54 0.15 370 0.015 0.04 0.34 0.21 Alberhill 2 40 0.47 0.19 311 0.015 0.05 0.34 0.21 Alberhill 3 9 0.32 0.13 556 0.015 0.03 0.39 0.22 Alberhill 4 12 0.19 0.08 51 0.015 0.03 0.11 0.07 Basin 2 0.08 0.03 212 0.015 0.01 0.13 0.10 Hoist 1 36 0.41 0.18 309 0.015 0.05 0.32 0.20 Hoist 2 91 0.92 0.38 532 0.015 0.07 0.40 0.24 North 1 18 0.33 0.11 712 0.030 0.06 0.48 0.28 North 2 35 0.72 0.28 557 0.030 0.12 0.47 0.28 North 3_A 5 0.18 0.07 708 0.030 0.04 0.48 0.28 North 3_B 5 0.14 0.05 789 0.030 0.03 0.48 0.28 North 3_C 3 0.14 0.07 637 0.030 0.04 0.48 0.28 North 4 35 0.65 0.28 494 0.030 0.12 0.47 0.27 Road 1 4 0.26 0.11 85 0.015 0.04 0.29 0.18 Road 2 3 0.14 0.07 266 0.015 0.02 0.36 0.20 Road 3 7 0.79 0.42 134 0.015 0.09 0.30 0.19 Road 4 3 0.21 0.11 205 0.015 0.03 0.39 0.28 Road 5 6 0.68 0.40 98 0.015 0.09 0.35 0.24 Road 6 2 0.13 0.02 106 0.015 0.02 0.37 0.26 South 1 12 0.26 0.07 165 0.015 0.03 0.44 0.31 South 2 52 0.74 0.32 518 0.025 0.11 0.44 0.26 South 3 35 0.36 0.10 259 0.030 0.07 0.42 0.23 South 4 72 0.85 0.51 60 0.030 0.24 0.40 0.23 South 5 18 0.43 0.14 169 0.025 0.08 0.26 0.17 South 6 2 0.17 0.06 118 0.015 0.03 0.13 0.10 South 7 11 0.24 0.10 74 0.030 0.08 0.60 0.40 Table 7 and Table 8 show the hydrologic routing parameters used for proposed conditions. All storm drain pipes (Appendix C, Figure C-1) were modeled using a simple lag method based on estimated travel time except for pipes A-C, C-D, F-G, L-M, and M-Basin which were modeled as simple connections. Velocities were estimated based on Manning’s equation. Figure C-1 in Appendix C and Table 9 and Table 10 present a detailed overview of nodes and connections. Table 7. Proposed Conditions Routing Hydrologic Parameters (Natural Drainage). Reach Length (ft) Upstream Elevation (ft) Downstream Elevation (ft) Slope Manning's n Bottom Width (ft) Side Slope (H:V) Natural 1 1030 1397 1368 0.028 0.03 20 5 Natural 2 530 1395 1368 0.051 0.03 20 5 Natural 3 527 1368 1348 0.038 0.03 20 5 Natural 4 4465 1348 1265 0.019 0.03 20 5 HYDROLOGIC MODEL DEVELOPMENT WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 11 Table 8. Proposed Conditions Routing Hydrologic Parameters (Storm Drain). Pipe Name Length (ft) Upstream Elevation (ft) Downstream Elevation (ft) Slope Diameter (feet) Travel Time (minutes) A-C 66 1360.4 1359.1 0.020 4 0.06 B-C 569 1374.5 1359.1 0.027 2.5 0.61 C-D 66 1359.1 1349.0 0.153 4 0.00 D-E 580 1349.0 1325.8 0.040 4 0.39 E-F 102 1325.8 1322.6 0.031 4 0.08 F-G 40 1322.6 1321.6 0.025 4 0.03 G-H 128 1321.6 1319.2 0.019 5.5 0.11 H-I 221 1319.2 1317.3 0.009 5.5 0.25 I-J 286 1317.3 1315.0 0.008 5.5 0.34 J-K 543 1315.0 1305.6 0.017 5.5 0.50 K-L 758 1305.6 1275.9 0.039 5.5 0.47 L-M 73 1275.9 1273.8 0.029 5.5 0.00 M-Basin 517 1273.8 1255.6 0.035 6 0.00 N-O 478 1253.5 1251.6 0.004 9 0.61 O-P 74 1251.6 1251.3 0.004 14 0.21 P-Q 381 1251.3 1249.7 0.004 14 1.06 Q-Temescal 400 1249.7 1248.2 0.004 14 1.11 Table 9. Proposed Conditions Model Elements Connections (Storm Drain). NODE Drainage Areas Upstream Connection Downstream Connection Elevation (ft) from KWC Hydrology Map A Alberhill 2, Road 1 N/A Pipe A-C 1360.4 B North 1 N/A Pipe B-C 1374.5 C N/A Pipe B-C, Pipe A-C Pipe C-D 1359.1 D North 2 Pipe C-D Pipe D-E 1349 E North 3_A Pipe D-E Pipe E-F 1325.8 F Road 2 Pipe E-F Pipe F-G 1322.6 G Alberhill 3 Pipe F-G Pipe G-H 1321.6 H North 3_B Pipe G-H Pipe H-I 1319.2 I Alberhill 4 Pipe H-I Pipe I-J 1317.3 J North 3_C Pipe I-J Pipe J-K 1315 K North 4 Pipe J-K Pipe K-L 1305.6 L Road 3 Pipe K-L Pipe L-M 1275.9 M Hoist 1 Pipe L-M Pipe M-Basin 1273.8 N N/A Basin+SOUTH Pipe N-O 1253.5 O Road 4, South 6 Pipe N-O Pipe O-P 1251.6 P Hoist 2+3 (combined) Pipe O-P Pipe P-Q 1251.3 Q Road 5, Road 6 Pipe P-Q Q-Temescal 1249.7 HYDROLOGIC MODEL DEVELOPMENT WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 12 Table 10. Proposed Conditions Model Elements Connections (Natural Drainage). NODE Drainage Areas Upstream Connection Downstream Connection Junction 1 South 1 N/A Natural 1 Junction 2 South 2, Alberhill 1 (Through Natural 2) Natural 1 Natural 3 Junction 3 South 3 Natural 3 Natural 4 The above hydrologic data were imported into the HEC-HMS model and three proposed conditions basin models (one for AMC I Conditions, another for AMC II Conditions, and another for 24-Hour Conditions) were created. Figure 6 shows the basin schematic in the HEC- HMS model. Figure 6. Proposed Conditions Basins in the HEC-HMS Model. The proposed detention pond (labeled “Detention Basin” in Figure 7) is located near the intersection of Nichols Road and Pierce Street and will route all the proposed development flow and flow from North and South watersheds before discharging into Temescal Wash. HYDROLOGIC MODEL DEVELOPMENT WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 13 Figure 7. Proposed Conditions Detention Basin Location. DETENTION POND ANALYSIS WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 14 3 Detention Pond Analysis 3.1 Design Criteria Onsite detention facilities were found to be effective in mitigating the impacts of frequent events (i.e., 2-yr to 10-yr events), while they have little impact on low frequency events (i.e., 100-year event). For this reason, the RCFCWCD released in 1995 the following guidelines for sizing increased runoff detention facilities: 1) Storms to be studied are 1-hour, 3-hour, 6-hour, and 24-hour duration events for the 2- year, 5-year, and 10-year return frequencies. Detention basin(s) and outlet sizing(s) will ensure that none of these storm events have a higher peak discharge in “after” condition than in the “before” condition. 2) Loss rates are to be determined for the 2- and 5-year events using an AMC I condition, while an AMC II condition will be used for the 10-year event. All durations will incorporate constant loss rates, except for the 24-hour when a variable loss rate shall be used. 3) A single plot showing the pre-development, post-developed and routed hydrographs for each storm considered shall be included with the submittal of the hydrology study. 4) The detention structure must be capable of passing the 100-year storm without damage to the facility. 3.2 Proposed Conditions Design Table 11 shows the design parameters for the proposed detention facility. The proposed basin will route flows from all the proposed development sheds and offsite areas before discharging back into the storm drain system under Nichols Road and finally into Temescal Wash, providing 1 foot of freeboard below the spillway crest elevation for the 10-year storm event. The proposed detention pond features an outlet structure with a 4 by 1 foot feet grate inlet and a 9-foot outlet pipe at elevation 1254.5 feet, and a 12 by 18 feet inclined grate inlet at an elevation of 1258.8 feet. The pond features a 10 by 12 feet grate spillway at an elevation of 1266.2 feet that can discharge the 100-year 3-hour storm event with 1 foot of freeboard assuming that all the outlet structures have failed. Appendix E presents the layout of the detention pond and the stage-area (stage-storage) relationship. A schematic of the outlet structure for the detention facility is presented in Appendix F with the calculations for the stage-outflow relationship that was used in the HEC- HMS model. DETENTION POND ANALYSIS WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 15 Table 11. Detention Basin Design Specifications. Detention Basin Elevation-Area Function Elevation (ft) Area (acres) 1254.5 0.00 1255.0 0.07 1256.0 0.44 1257.0 0.65 1258.0 0.71 1259.0 0.75 1260.0 0.79 1261.0 0.83 1262.0 0.87 1263.0 0.91 1264.0 0.95 1265.0 0.99 1266.0 1.03 1267.0 1.08 1268.0 1.12 1269.0 1.16 1270.0 1.21 1271.0 1.25 1272.0 1.30 CULVERT Circular pipe, 9’ Diameter Length = 250 ft Inlet Elevation = 1254.5 ft Outlet Elevation = 1253.5 ft Slope = 0.004 Manning's n = 0.013 Grate #1, vertical Width = 4 ft Height = 1 ft Grate #2, 3:1 slope Width = 12 ft Length = 18 ft SPILLWAY Horizontal Grate Width = 10 ft Length = 12 ft DETENTION POND ANALYSIS WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 16 In order to define a stage-discharge relationship for the outlet structure, the Haestad Methods software CulvertMaster (Haestad, 2002) was used to model the culvert and generate a stage- discharge function. The low flow grate inlet was modeled as an orifice inlet. The high flow grate inlet was modeled as a weir up to an elevation of 1264.8 ft and as a sluice gate from elevation 1265.0 ft to elevation 1266.0 ft. The high flow grate rating curve was compared with the culvert rating curve and the appropriate final rating curve was constructed as presented in Appendix G. It was also necessary to adjust the final curve due uncertainty in determining the correct flow regime in the structure during the transition from one outflow regime to another. All curves (low flow grate, culvert, and high flow grate) were added up to obtain the cumulative stage-discharge relationship used in the HEC-HMS model. The spillway was designed using the weir equation for elevations lower than 1269 feet and using the orifice equation for elevations between 1270.0 feet and 1272.0 feet. 3.2.1 Peak Outflows at the Outlet Table 12 presents a comparison between the existing and proposed peak outflows at the outlet point assuming the proposed detention pond in place. As indicated in Table 13, the proposed conditions peak flow is lower than the existing conditions peak flow for each analyzed scenario. The detailed results are presented in Appendix G. Table 12. Existing and Proposed Conditions Peak Flows. EVENT EXISTING CONDITIONS Peak Outflow (cfs) PROPOSED CONDITIONS Peak Outflow (cfs) 1-hour 3-hour 6-hour 24-hour 1-hour 3-hour 6-hour 24-hour 2-year 311 174 154 37 168 92 81 30 5-year 508 307 270 49 337 246 248 40 10-year 799 523 489 171 672 490 459 171 Table 13. Difference in Peak Flow between Existing and Proposed Conditions. EVENT DIFFERENCE (PROPOSED – EXISTING) Peak Outflow (cfs) 1-hour 3-hour 6-hour 24-hour 2-year -143 -82 -73 -7 5-year -171 -61 -22 -9 10-year -127 -33 -30 0 Appendix H includes the comparison between the existing and proposed conditions hydrographs at the outlet point. 3.2.2 Detention Basin Peak Storage and Maximum Water Surface Elevation Table 14 shows the maximum storage and water surface elevation for each of the storm events in the detention basin. DETENTION POND ANALYSIS WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 17 Table 14. Peak Storage and Maximum Water Surface Elevation for Detention Basin. Event Inflow (cfs) Outflow (cfs) Maximum Water Surface Elevation (ft) Peak Storage (ac-ft) 2-year 1-hour 312 169 1261.7 4.4 2-year 3-hour 159 90 1260.7 3.5 2-year 6-hour 164 79 1260.5 3.4 2-year 24-hour 31 23 1257.3 1.0 5-year 1-hour 475 316 1263.2 5.7 5-year 3-hour 273 221 1262.3 4.9 5-year 6-hour 272 214 1262.2 4.8 5-year 24-hour 45 32 1259.1 2.3 10-year 1-hour 700 580 1265.1 7.6 10-year 3-hour 443 399 1263.9 6.4 10-year 6-hour 433 380 1263.8 6.3 10-year 24-hour 146 139 1261.3 4.1 The spillway was designed to safely pass the 100-year 3-hour inflow (785 cfs, see Appendix G, Proposed Conditions) including 1 foot of freeboard assuming that the outlet structure is non- functioning. Appendix F presents the design specifications. WEST Consultants, Inc. Hydrologic Analysis for Tract 28214/30836 18 4 References Haestad Methods, Inc. Computer Applications in Hydraulic Engineering. Haestad Press, 2002. Hydrologic Engineering Center (HEC). Geospatial Hydrologic Modeling Extension HEC-GeoHMS – User’s Manual. Version 31.1, U.S. Army Corps of Engineers, Hydrologic Engineering Center, Davis, California, December 2003. Hydrologic Engineering Center (HEC). Hydrologic Modeling System HEC-HMS – User’s Manual. Version 3.0.0, U.S. Army Corps of Engineers, Hydrologic Engineering Center, Davis, California, December 2005. KWC Engineers. Onsite/Offsite Hydrology Study of Alberhill Ranch, Tract No. 28214-2, -3, & -6 in the City of Lake Elsinore, County of Riverside, California. August 2006. KWC Engineers. Onsite/Offsite Hydrology Study for Tract No. 28214-8, -9, Offsite Tributary Area, & Tract 30836 Main Lien & In-tract Storm Drain System in the City of Lake Elsinore, County of Riverside, California. August 2006. National Oceanic and Atmospheric Administration. NOAA Atlas 14 Precipitation- Frequency Atlas of the United States, Volume 1: Semiarid Southwest (Arizona, Southeast California, Nevada, New Mexico, Utah). Silver Spring, Maryland, 2004. Riverside County Flood Control and Water Conservation District. Hydrology Manual. April 1978. Riverside County Flood Control and Water Conservation District. Increased Runoff Mitigation Workshop. August 24, 1995. U.S. Department of Agriculture, Natural Resources Conservation Service. Soil Survey Geographic (SSURGO) database for Orange & Western Part of Riverside Counties, California. Fort Worth, Texas. Publication Date: February 2006. U.S. Department of Agriculture, Natural Resources Conservation Service. Soil Survey Geographic (SSURGO) database for Western Riverside Area, California. Fort Worth, Texas. Publication Date: March 2006. APPENDIX A RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT HYDROLOGY MANUAL HYDROLOGIC DATA California 33.71 N 117.37 W 1430 feet from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 1, Version 4 G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland, 2006 Extracted: Tue Jul 18 2006 POINT PRECIPITATION FREQUENCY ESTIMATES FROM NOAA ATLAS 14 Confidence Limits Seasonality Location Maps Other Info.GIS data Maps Help D Precipitation Frequency Estimates (inches) ARI* (years) 5 min 10 min 15 min 30 min 60 min 120 min 3 hr 6 hr 12 hr 24 hr 48 hr 4 day 7 day 10 day 20 day 30 day 45 day 60 day 1 0.14 0.21 0.27 0.36 0.44 0.62 0.76 1.09 1.47 1.81 2.03 2.39 2.79 3.08 3.69 4.38 4.97 5.64 2 0.18 0.27 0.34 0.45 0.56 0.78 0.95 1.38 1.88 2.35 2.66 3.15 3.70 4.08 4.90 5.84 6.64 7.53 5 0.24 0.36 0.45 0.60 0.74 1.01 1.23 1.78 2.46 3.15 3.64 4.40 5.23 5.75 6.93 8.27 9.57 10.80 10 0.29 0.44 0.54 0.73 0.90 1.21 1.46 2.10 2.90 3.76 4.41 5.36 6.42 7.04 8.50 10.13 11.86 13.34 25 0.36 0.55 0.68 0.92 1.13 1.49 1.78 2.54 3.51 4.59 5.48 6.70 8.10 8.86 10.70 12.70 15.11 16.93 50 0.42 0.65 0.80 1.08 1.33 1.72 2.05 2.89 3.98 5.24 6.33 7.77 9.44 10.31 12.46 14.73 17.75 19.83 100 0.49 0.75 0.93 1.26 1.55 1.98 2.33 3.25 4.46 5.91 7.23 8.90 10.87 11.85 14.33 16.86 20.58 22.93 200 0.57 0.87 1.08 1.45 1.80 2.25 2.63 3.63 4.96 6.61 8.17 10.09 12.38 13.48 16.30 19.08 23.61 26.22 500 0.69 1.04 1.29 1.74 2.16 2.63 3.05 4.16 5.63 7.56 9.49 11.76 14.50 15.77 19.07 22.17 27.92 30.89 1000 0.78 1.19 1.48 1.99 2.46 2.96 3.40 4.57 6.14 8.30 10.54 13.10 16.22 17.62 21.31 24.63 31.44 34.68 Text version of table * These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero. Page 1 of 5Precipitation Frequency Data Server 7/18/2006http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout_1yr.perl?type=pf&series=pd&units=us&st... Page 2 of 5Precipitation Frequency Data Server 7/18/2006http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout_1yr.perl?type=pf&series=pd&units=us&st... Confidence Limits - * The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than. ** These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero. * Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARI** (years) 5 min 10 min 15 min 30 min 60 min 120 min 3 hr 6 hr 12 hr 24 hr 48 hr 4 day 7 day 10 day 20 day 30 day 45 day 60 day 1 0.16 0.24 0.30 0.41 0.50 0.70 0.85 1.24 1.67 2.05 2.32 2.67 3.12 3.44 4.15 4.92 5.62 6.38 2 0.20 0.31 0.38 0.52 0.64 0.88 1.07 1.56 2.13 2.65 3.03 3.52 4.15 4.56 5.51 6.55 7.53 8.52 5 0.27 0.41 0.51 0.68 0.85 1.14 1.38 2.02 2.79 3.56 4.15 4.92 5.85 6.41 7.78 9.28 10.84 12.20 10 0.33 0.50 0.61 0.83 1.02 1.35 1.63 2.37 3.29 4.23 5.01 5.98 7.18 7.85 9.52 11.34 13.41 15.05 25 0.41 0.62 0.77 1.04 1.28 1.67 1.99 2.87 3.97 5.16 6.20 7.46 9.03 9.85 11.96 14.19 17.02 19.06 50 0.48 0.73 0.90 1.22 1.50 1.92 2.29 3.25 4.50 5.88 7.15 8.65 10.53 11.45 13.90 16.45 19.95 22.31 100 0.56 0.85 1.05 1.41 1.75 2.20 2.59 3.67 5.04 6.64 8.16 9.89 12.10 13.17 15.97 18.83 23.10 25.75 200 0.64 0.98 1.21 1.63 2.02 2.49 2.93 4.08 5.59 7.41 9.23 11.21 13.79 14.95 18.16 21.31 26.46 29.40 500 0.77 1.17 1.45 1.96 2.42 2.92 3.40 4.67 6.34 8.47 10.71 13.07 16.16 17.50 21.27 24.79 31.28 34.61 1000 0.88 1.33 1.65 2.22 2.75 3.28 3.79 5.13 6.92 9.29 11.91 14.58 18.09 19.59 23.80 27.56 35.23 38.90 * Lower bound of the 90% confidence interval Page 3 of 5Precipitation Frequency Data Server 7/18/2006http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout_1yr.perl?type=pf&series=pd&units=us&st... * The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than. ** These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval. Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero. Maps - Precipitation Frequency Estimates (inches) ARI** (years) 5 min 10 min 15 min 30 min 60 min 120 min 3 hr 6 hr 12 hr 24 hr 48 hr 4 day 7 day 10 day 20 day 30 day 45 day 60 day 1 0.12 0.19 0.24 0.32 0.39 0.55 0.68 0.96 1.29 1.60 1.78 2.15 2.50 2.77 3.30 3.90 4.39 5.00 2 0.16 0.24 0.30 0.40 0.50 0.70 0.85 1.22 1.65 2.07 2.32 2.84 3.32 3.67 4.37 5.19 5.88 6.68 5 0.21 0.32 0.40 0.53 0.66 0.90 1.09 1.57 2.16 2.77 3.18 3.96 4.68 5.16 6.17 7.35 8.45 9.55 10 0.25 0.39 0.48 0.64 0.80 1.07 1.29 1.85 2.54 3.30 3.84 4.81 5.73 6.30 7.54 8.97 10.43 11.76 25 0.32 0.48 0.60 0.80 0.99 1.32 1.58 2.23 3.06 4.01 4.75 5.99 7.18 7.89 9.45 11.20 13.21 14.83 50 0.37 0.56 0.69 0.94 1.16 1.52 1.80 2.52 3.46 4.57 5.46 6.91 8.33 9.14 10.95 12.93 15.44 17.30 100 0.43 0.65 0.81 1.09 1.34 1.73 2.04 2.83 3.87 5.13 6.21 7.87 9.53 10.44 12.51 14.74 17.79 19.89 200 0.49 0.74 0.92 1.24 1.54 1.96 2.29 3.15 4.28 5.71 6.99 8.87 10.79 11.80 14.13 16.59 20.24 22.60 500 0.58 0.88 1.09 1.47 1.82 2.27 2.63 3.58 4.84 6.50 8.06 10.24 12.54 13.69 16.39 19.14 23.69 26.39 1000 0.65 0.99 1.23 1.66 2.06 2.53 2.91 3.92 5.26 7.10 8.89 11.32 13.94 15.17 18.17 21.10 26.45 29.40 These maps were produced using a direct map request from the U.S. Census Bureau Mapping and Cartographic Resources Tiger Map Server. Please read disclaimer for more information. Page 4 of 5Precipitation Frequency Data Server 7/18/2006http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout_1yr.perl?type=pf&series=pd&units=us&st... Other Maps/Photographs - View USGS digital orthophoto quadrangle (DOQ) covering this location from TerraServer; USGS Aerial Photograph may also be available from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USGS for more information. Watershed/Stream Flow Information - Find the Watershed for this location using the U.S. Environmental Protection Agency's site. Climate Data Sources - Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide general information about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations used in this study, please refer to our documentation. Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within: ...OR... of this location (33.71/-117.37). Digital ASCII data can be obtained directly from NCDC. Find Natural Resources Conservation Service (NRCS) SNOTEL (SNOwpack TELemetry) stations by visiting the Western Regional Climate Center's state-specific SNOTEL station maps. Hydrometeorological Design Studies Center DOC/NOAA/National Weather Service 1325 East-West Highway Silver Spring, MD 20910 (301) 713-1669 Questions?: HDSC.Questions@noaa.gov Disclaimer +/-30 minutes +/-1 degree Page 5 of 5Precipitation Frequency Data Server 7/18/2006http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout_1yr.perl?type=pf&series=pd&units=us&st... Time in percent of Lag TimeDischarge in Percent of UltimateDischarge0025 3.550 10.575 21.5100 50125 63.5150 72175 77.5200 82.3225 86250 89275 91.5300 93.5325 95350 96.2375 97.1400 97.9425 98.2450 98.5475 98.7500 99525 99.2550 99.3575 99.4600 99.5625 99.6650 99.8675 99.9700 100S - GRAPH FOR FOOTHILL AREAS0204060801001200 50 100 150 200 250 300 350 400 450 500 550 600 650 700Time in Percent of LagDischarge in Percent of Ultimate Discharge 1-hour Rainfall PatternRiverside County Flood Control District051015202530350.08 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.83 0.92 1.00Time (hours)Percentage 3-hour Rainfall PatternRiverside County Flood Control District01234567890.08 0.25 0.42 0.58 0.75 0.92 1.08 1.25 1.42 1.58 1.75 1.92 2.08 2.25 2.42 2.58 2.75 2.92Time (hours)Percentage 6-hour Rainfall PatternRiverside County Flood Control District00.511.522.533.544.555.560.08 0.50 0.92 1.33 1.75 2.17 2.58 3.00 3.42 3.83 4.25 4.67 5.08 5.50 5.92Time (hours)Percentage 24-hour Rainfall PatternRiverside County Flood Control District00.20.40.60.811.21.41.61.822.22.42.62.833.23.43.60.25 1.50 2.75 4.00 5.25 6.50 7.75 9.00 10.25 11.50 12.75 14.00 15.25 16.50 17.75 19.00 20.25 21.50 22.75 24.00Time (hours)Percentage APPENDIX B EXISTING CONDITIONS HYDROLOGIC MODEL PARAMETERS &&&&&&&&&Shed DShed EShed BShed GShed CShed AShed HShed FShed I150016501 3 00 1600155014501 40017001 350125015501400 14001450130014501550135013001350145015001650145016501 5 0 01 3 5013501 3 0 0 165015501400165014501 5 0 015001 3 5 0 1 4 0 01 4501500135014 5 013001650160013501400140015 5014 0 01600 13501350160017001350145 016501700 160016001400170015001350160015001 500130 0130014501550135014501350135013001600150014001400155015001 3 501550135 0 14001 6 001 4 0 0 135014001400 1 4 001450 15001 450 1 3 5 0 14501 4 5 0165014501700 1 6 0 0 14001350170014501 7 0 0 1550140016501600150 0 130013 0 0 1 4 5 0 14501350135016501650155014501350160 0 1400155014501350165013 50 14001600135017001 5 5 0 165 0 150014501 7 50145015001500140014501450145 0 1500150015501400140015001650150014501 4 0 0 14501 5 0 0 1 75014501400 155015 0 0 15001400155014001 5 0 0 150014 5 0 150015001500155014001650160015001400145015 0 01450 14501 4 5 0 1450140016 0 0 1 4 50 15501600160015001450160016001500160016501500140015001550170015001550140014001 4 5 0 16001 5 5 014001 5 5 017001400145016 0 0160015001550160015501 4 5 01400140014501 6 5 0 165016001 5 5 0 1400170014001 5 00155014 5 01 4 0 0 1350160 0 150014001550160017001600155014501 4 0 0 15501 600 14001550145017001650140017501500155014001400150014001500150015001 450150016001700165015001450175016001 5 5 0 140014001700135 0 1650155014001 3 5 0 1 4 5 0 15501 5 5 0 150013801 360 1 4 0 01340132013001280 14601 4 8 0 1 260 14201440150 0 15201540156015801600162 0 1640166013401 4 4 0142014801440 1420126015001 4 4 0 1480128015001280154014 0 0 140014201 4 2 0 1520148015801 4 4 0 150012601 4 4 01320 13001 3 0 0 142014201 2 8 0126 0 15601 4 8 0 1380146014201460144015601 4 6 0 132014201 3 2 0 1 3 8 0 14001480146014401 2 6 0 146015001520150015201460Legend&Watershed CentroidWatershed BoundariesCentroidal Flow PathLongest Flow PathContoursExisting RiversUS Elev. 1770 ftUS Elev. 1770.6 ftUS Elev. 1439.5 ftUS Elev. 1649.7 ftNatural 6US Elev 1397 ftDS Elev 1368 ftL = 1037 ftNatural 5US Elev 1368 ftDS Elev 1348 ftL = 552 ftNatural 4US Elev 1348 ftDS Elev 1297 ftL = 1694 ftNatural 3US Elev 1297 ftDS Elev 1265 ftL = 1269 ftNatural 2US Elev 1275 ftDS Elev 1266 ftL = 980 ftNatural 1US Elev 1266 ftDS Elev 1251 ftL = 1600 ftUS Elev. 1747 ftUS Elev. 1747 ftUS Elev. 1639.9 ftUS Elev. 1664.3 ftFigure B-1Existing ConditionsWatershed Parameters­0 500 1,000250Feet Shed DShed EShed BShed GShed CShed AShed HShed FShed ILegendWatershed BoundariesHydrologic Soil GroupsABCDFigure B-2Existing ConditionsHydrologic Soil Map0 500 1,000250Feet­ Shed DShed EShed BShed GShed CShed AShed HShed FShed ILegendWatershed BoundariesLand UseBarrenChaparral Fair ConditionsChaparral Poor ConditionsOpen Brush Fair ConditionsOpen Brush Poor ConditionsResidentialFigure B-3Existing ConditionsLand Use Map­0 500 1,000250Feet APPENDIX C PROPOSED CONDITIONS HYDROLOGIC MODEL PARAMETERS hghghghghghghghghghghghghghghghghghghghghghghghghghgINITEJunction 1Junction 2Junction 3Natural 1Natural 3N a tural 2Natural 4DHoist 2South 4South 2Alberhill 1Hoist 1North 4North 2South 3Alberhill 2North 1South 5South 1Alberhill 4Road 3Alberhill 3Road 5South 7North 3_BNorth 3_ARoad 4Road 2South 6North 3_CBasinRoad 1Road 6NBACEFGHIJKLMOPQ14001 3 8 0136013401320130012801420 146014801260144015001 5 2 0 1540156015801 6 001620 16401660 168017001440142014401 2 6 0 134013801 4 2 0 1 4 0 0 15601460126014401 2 6 0 14001500154016401440144 0 1 3 6 0 148014 2015201 2 8 0 142014001 4 6 0 144013401 3 0 0 13801380166016201540166014401520128014201 2 8 0 1560 14201 2 8 0 162015801420142014001420138015001 3 2 0 138013201 4 8 0 15001 4 6 0 1 4 80 154013001 4 2 0 14201260148015201 2 8 0 1 4 2 0 1 2 6 0 1 4 2 0 146015001 32 0 1500156 0148015201400 160 016 4 0 1 7 2016801 4 4 0 1 3 6 013201280 1 2 801600144013601 60014001440152016001360164015601 5 20 132013201 3 2 0 1560148013601 4 8 0 1560144 0 1 5 2 0 172014801400148015 6 0 1 6 0 012801680 156015201440160016801640160014401 3201320140016401680136012801 3 2 0 1480172013601 6 4 01440 1520 148013601 5 6 0 16801 40 01320 1 3 6 0132013601520 1360148014401 3 2 0 16001 2 8 0 160014801 40016001360160013201560152 01360 1 40 015601440 13201520148017201360144016801 4 0 0 1400144015201 4 0 01440136014 8 0 1 4 8 0 12801 5 2 0 1 5 6 0 1600152015601520144014 0 0 1440136014401440160 0 15601600144012801360168015601560132014801 4 4 0 14801400152016401400144 0 15601320148 0 1640148014001440128014401520144012801 5 6 0 1 6 8 0152014801480152014801360136 0 1 3 6 0 1480140015601600156014801560140015201 5 20160013201 4001 5 6014001 3 6 013201560148014401520164013601520 14801 2 8 0 14801 4 4 0 15601400144017201 6 0 0 13601 60 0 152016801 4 8 0144014801 4801440148014001 2 8 0 168013601400 1 7 2 01400 160015601320140014001320 16801 4 0013201520 15201 3 6 0 164016401440136 0 13601 4 80140015201560160014401 4 8 0 14001 560160016401560144013201 4 0 01480148014001520144015601560156016401520152012801280132015601400 136014401 32 0 15201640156014401480164014401 3 6 01600148014401480 16801 6 4 0 160015201 5 2 0140013601 5 6 0 LegendWatershed BoundarieshgWaterhsed CentroidLongest FlowpathCentroidal FlowpathNatural DrainageStorm Drain NodeStorm DrainContoursReach Length (ft)Upstream Elevation (ft)Downstream Elevation (ft)SlopeNatural 1 1030 1397 1368 0.028Natural 2 530 1395 1368 0.051Natural 3 527 1368 1348 0.038Natural 4 4465 1348 1265 0.019NODE Drainage Areas Upstream ConnectionDownstream ConnectionElevation (ft) fom KWC Hydrology MapAAlberhill 2, Road 1N/APipe A-C1360.4BNorth 1N/APipe B-C1374.5CN/APipe B-C, Pipe A-CPipe C-D 1359.1DNorth 2Pipe C-DPipe D-E1349ENorth 3_APipe D-EPipe E-F1325.8FRoad 2Pipe E-FPipe F-G1322.6GAlberhill 3Pipe F-GPipe G-H1321.6HNorth 3_BPipe G-HPipe H-I1319.2IAlberhill 4Pipe H-IPipe I-J1317.3JNorth 3_CPipe I-JPipe J-K1315KNorth 4Pipe J-KPipe K-L1305.6LRoad 3Pipe K-LPipe L-M1275.9MHoist 1Pipe L-MPipe M-Basin1273.8NN/ABasin+SOUTHPipe N-O1253.5ORoad 4, South 6Pipe N-OPipe O-P1251.6PHoist 2+3 (combined) Pipe O-P Pipe P-Q 1251.3QRoad 5, Road 6Pipe P-QQ-Temescal1249.7NODE Drainage AreasUpstream ConnectionDownstream ConnectionJunction 1South 1N/ANatural 1Junction 2South 2, Alberhill 1 (Through Natural 2)Natural 1 Natural 3Junction 3South 3Natural 3Natural 4Pipe Name Length (ft)Upstream Elevation (ft)Downstream Elevation (ft)SlopeDiameter (feet)A-C 66 1360.4 1359.1 0.02 4B-C 569 1374.5 1359.1 0.027 2.5C-D 66 1359.1 1349 0.153 4D-E 580 1349 1325.8 0.04 4E-F 102 1325.8 1322.6 0.031 4F-G 40 1322.6 1321.6 0.025 4G-H 128 1321.6 1319.2 0.019 5.5H-I 221 1319.2 1317.3 0.009 5.5I-J 286 1317.3 1315 0.008 5.5J-K 543 1315 1305.6 0.017 5.5K-L 758 1305.6 1275.9 0.039 5.5L-M 73 1275.9 1273.8 0.029 5.5M-Basin 517 1273.8 1255.6 0.035 6N-O 478 1253.5 1251.6 0.004 9O-P 74 1251.6 1251.3 0.004 14P-Q 381 1251.3 1249.7 0.004 14Q-Temescal 400 1249.7 1248.2 0.004 14Figure C-1Proposed Conditions Watershed Parameters­0 300 600150Feet Hoist 2South 4South 2Alberhill 1Hoist 1North 4North 2South 3Alberhill 2North 1South 5South 1Alberhill 4South 7Road 3Alberhill 3Road 5Road 1North 3_BNorth 3_ARoad 4Road 2South 6North 3_CBasinRoad 6LegendWatershed BoundariesHydrologic Soil GroupsABCDFigure C-2Proposed ConditionsHydrologic Soil Map0 500 1,000250Feet­ Hoist 2South 4South 2Alberhill 1Hoist 1North 4North 2South 3Alberhill 2North 1South 5South 1Alberhill 4Alberhill 3South 7South 7North 3South 6LegendWatershed BoundariesLand UseChaparral Fair ConditionsCommercialOpen Brush Fair ConditionsOpen Brush Poor ConditionsResidentialUrban CoverFigure C-3Proposed ConditionsLand Use Map­0 500 1,000250Feet APPENDIX D HEC-HMS INPUT DATA METEOROLOGIC DATA Gage: 10-year 24-hour F=0.10 Last Modified Date: 15 May 2007 Last Modified Time: 12:59:30 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //10-year 24-hour F=0.10/PRECIP-INC//15MIN/GAGE/ End: Gage: 10-year 24-hour F=0.15 Last Modified Date: 15 May 2007 Last Modified Time: 12:58:57 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //10-year 24-hour F=0.15/PRECIP-INC//15MIN/GAGE/ End: Gage: 10-year 24-hour F=0.20 Last Modified Date: 18 July 2007 Last Modified Time: 16:48:55 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //10-year 24-hour F=0.20/PRECIP-INC//15MIN/GAGE/ End: Gage: 10-year 24-hour F=0.25 Last Modified Date: 18 July 2007 Last Modified Time: 16:49:37 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //10-year 24-hour F=0.25/PRECIP-INC//15MIN/GAGE/ End: Gage: 10-year 24-hour F=0.30 Last Modified Date: 18 July 2007 Last Modified Time: 16:48:36 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //10-year 24-hour F=0.30/PRECIP-INC//15MIN/GAGE/ End: Gage: 10-year 24-hour F=0.35 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:25 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //10-year 24-hour F=0.35/PRECIP-INC//15MIN/GAGE/ End: Gage: 10-year 24-hour F=0.40 Last Modified Date: 15 May 2007 Last Modified Time: 15:15:32 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //10-year 24-hour F=0.40/PRECIP-INC//15MIN/GAGE/ End: Gage: 1-hour Storm Last Modified Date: 11 May 2007 Last Modified Time: 10:59:25 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 1 January 2000, 01:00 DSS File: Nichols_Road.dss Pathname: //1-HOUR STORM/PRECIP-INC//5MIN/GAGE/ End: Gage: 2-year 24-hour F=0.15 Last Modified Date: 15 May 2007 Last Modified Time: 15:21:48 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //2-year 24-hour F=0.15/PRECIP-INC//15MIN/GAGE/ End: Gage: 2-year 24-hour F=0.25 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:25 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //2-year 24-hour F=0.25/PRECIP-INC//15MIN/GAGE/ End: Gage: 2-year 24-hour F=0.30 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:25 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //2-year 24-hour F=0.30/PRECIP-INC//15MIN/GAGE/ End: Gage: 2-year 24-hour F=0.35 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:25 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //2-year 24-hour F=0.35/PRECIP-INC//15MIN/GAGE/ End: Gage: 2-year 24-hour F=0.40 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:25 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //2-year 24-hour F=0.40/PRECIP-INC//15MIN/GAGE/ End: Gage: 2-year 24-hour F=0.45 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:25 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //2-year 24-hour F=0.45/PRECIP-INC//15MIN/GAGE/ End: Gage: 2-year 24-hour F=0.50 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:25 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //2-year 24-hour F=0.50/PRECIP-INC//15MIN/GAGE/ End: Gage: 2-year 24-hour F=0.55 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:26 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //2-year 24-hour F=0.55/PRECIP-INC//15MIN/GAGE/ End: Gage: 3-hour Storm Last Modified Date: 11 May 2007 Last Modified Time: 10:59:26 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 1 January 2000, 03:00 DSS File: Nichols_Road.dss Pathname: //3-HOUR STORM/PRECIP-INC//5MIN/GAGE/ End: Gage: 5-year 24-hour F=0.15 Last Modified Date: 15 May 2007 Last Modified Time: 15:46:10 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //5-year 24-hour F=0.15/PRECIP-INC//15MIN/GAGE/ End: Gage: 5-year 24-hour F = 0.25 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:26 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //5-year 24-hour F = 0.25/PRECIP-INC//15MIN/GAGE/ End: Gage: 5-year 24-hour F=0.30 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:26 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //5-year 24-hour F=0.30/PRECIP-INC//15MIN/GAGE/ End: Gage: 5-year 24-hour F=0.35 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:26 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //5-year 24-hour F=0.35/PRECIP-INC//15MIN/GAGE/ End: Gage: 5-year 24-hour F=0.40 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:26 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //5-year 24-hour F=0.40/PRECIP-INC//15MIN/GAGE/ End: Gage: 5-year 24-hour F=0.45 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:26 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //5-year 24-hour F=0.45/PRECIP-INC//15MIN/GAGE/ End: Gage: 5-year 24-hour F=0.50 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:26 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //5-year 24-hour F=0.50/PRECIP-INC//15MIN/GAGE/ End: Gage: 5-year 24-hour F=0.55 Last Modified Date: 11 May 2007 Last Modified Time: 10:59:26 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 2 January 2000, 00:00 DSS File: Nichols_Road.dss Pathname: //5-year 24-hour F=0.55/PRECIP-INC//15MIN/GAGE/ End: Gage: 6-hour Storm Last Modified Date: 11 May 2007 Last Modified Time: 10:59:26 Units System: English Latitude Degrees: 0.0 Longitude Degrees: 0.0 Gage Type: Precipitation Precipitation Type: Incremental Units: IN Local to Project: YES Start Time: 1 January 2000, 00:00 End Time: 1 January 2000, 06:00 DSS File: Nichols_Road.dss Pathname: //6-HOUR STORM/PRECIP-INC//5MIN/GAGE/ End: Meteorology: 2-year 1-hour Last Modified Date: 15 May 2007 Last Modified Time: 11:57:52 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions AMC I,Proposed Conditions AMC I End: Precip Method Parameters: Specified Average Allow Depth Override: Yes Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1, Alberhill 2, Alberhill 3, Alberhill 4, Basin, Hoist 1, Hoist 2, North 1, North 2, North 3_A, North 3_B, North 3_C, North 4, Road 1, Road 2, Road 3, Road 4, Road 5, Road 6, Shed A, Shed B, Shed C, Shed D, Shed E, Shed F, Shed G, Shed H, Shed I, South 1, South 2, South 3, South 4, South 5, South 6, South 7 Gage: 1-hour Storm Total Storm Precipitation: 0.56 End: Meteorology: 2-year 3-hour Last Modified Date: 15 May 2007 Last Modified Time: 11:58:04 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions AMC I,Proposed Conditions AMC I End: Precip Method Parameters: Specified Average Allow Depth Override: Yes Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1, Alberhill 2, Alberhill 3, Alberhill 4, Basin, Hoist 1, Hoist 2, North 1, North 2, North 3_A, North 3_B, North 3_C, North 4, Road 1, Road 2, Road 3, Road 4, Road 5, Road 6, Shed A, Shed B, Shed C, Shed D, Shed E, Shed F, Shed G, Shed H, Shed I, South 1, South 2, South 3, South 4, South 5, South 6, South 7 Gage: 3-hour Storm Total Storm Precipitation: 0.95 End: Meteorology: 2-year 6-hour Last Modified Date: 15 May 2007 Last Modified Time: 11:58:13 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions AMC I,Proposed Conditions AMC I End: Precip Method Parameters: Specified Average Allow Depth Override: Yes Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1, Alberhill 2, Alberhill 3, Alberhill 4, Basin, Hoist 1, Hoist 2, North 1, North 2, North 3_A, North 3_B, North 3_C, North 4, Road 1, Road 2, Road 3, Road 4, Road 5, Road 6, Shed A, Shed B, Shed C, Shed D, Shed E, Shed F, Shed G, Shed H, Shed I, South 1, South 2, South 3, South 4, South 5, South 6, South 7 Gage: 6-hour Storm Total Storm Precipitation: 1.38 End: Meteorology: 2-year 24-hour Last Modified Date: 15 May 2007 Last Modified Time: 15:24:58 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions 24-hour,Proposed Conditions 24-hour End: Precip Method Parameters: Specified Average Allow Depth Override: No Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1 Gage: 2-year 24-hour F=0.35 End: Subbasin: Alberhill 2 Gage: 2-year 24-hour F=0.35 End: Subbasin: Alberhill 3 Gage: 2-year 24-hour F=0.40 End: Subbasin: Alberhill 4 Gage: 2-year 24-hour F=0.40 End: Subbasin: Basin Gage: 2-year 24-hour F=0.15 End: Subbasin: Hoist 1 Gage: 2-year 24-hour F=0.30 End: Subbasin: Hoist 2 Gage: 2-year 24-hour F=0.40 End: Subbasin: North 1 Gage: 2-year 24-hour F=0.50 End: Subbasin: North 2 Gage: 2-year 24-hour F=0.45 End: Subbasin: North 3_A Gage: 2-year 24-hour F=0.50 End: Subbasin: North 3_B Gage: 2-year 24-hour F=0.50 End: Subbasin: North 3_C Gage: 2-year 24-hour F=0.50 End: Subbasin: North 4 Gage: 2-year 24-hour F=0.45 End: Subbasin: Road 1 Gage: 2-year 24-hour F=0.30 End: Subbasin: Road 2 Gage: 2-year 24-hour F=0.35 End: Subbasin: Road 3 Gage: 2-year 24-hour F=0.30 End: Subbasin: Road 4 Gage: 2-year 24-hour F=0.40 End: Subbasin: Road 5 Gage: 2-year 24-hour F=0.35 End: Subbasin: Road 6 Gage: 2-year 24-hour F=0.35 End: Subbasin: Shed A Gage: 2-year 24-hour F=0.45 End: Subbasin: Shed B Gage: 2-year 24-hour F=0.50 End: Subbasin: Shed C Gage: 2-year 24-hour F=0.50 End: Subbasin: Shed D Gage: 2-year 24-hour F=0.45 End: Subbasin: Shed E Gage: 2-year 24-hour F=0.40 End: Subbasin: Shed F Gage: 2-year 24-hour F=0.40 End: Subbasin: Shed G Gage: 2-year 24-hour F=0.40 End: Subbasin: Shed H Gage: 2-year 24-hour F=0.45 End: Subbasin: Shed I Gage: 2-year 24-hour F=0.45 End: Subbasin: South 1 Gage: 2-year 24-hour F=0.45 End: Subbasin: South 2 Gage: 2-year 24-hour F=0.45 End: Subbasin: South 3 Gage: 2-year 24-hour F=0.40 End: Subbasin: South 4 Gage: 2-year 24-hour F=0.40 End: Subbasin: South 5 Gage: 2-year 24-hour F=0.25 End: Subbasin: South 6 Gage: 2-year 24-hour F=0.15 End: Subbasin: South 7 Gage: 2-year 24-hour F=0.55 End: Meteorology: 5-year 1-hour Last Modified Date: 15 May 2007 Last Modified Time: 11:58:20 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions AMC I,Proposed Conditions AMC I End: Precip Method Parameters: Specified Average Allow Depth Override: Yes Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1, Alberhill 2, Alberhill 3, Alberhill 4, Basin, Hoist 1, Hoist 2, North 1, North 2, North 3_A, North 3_B, North 3_C, North 4, Road 1, Road 2, Road 3, Road 4, Road 5, Road 6, Shed A, Shed B, Shed C, Shed D, Shed E, Shed F, Shed G, Shed H, Shed I, South 1, South 2, South 3, South 4, South 5, South 6, South 7 Gage: 1-hour Storm Total Storm Precipitation: 0.74 End: Meteorology: 5-year 3-hour Last Modified Date: 15 May 2007 Last Modified Time: 11:58:28 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions AMC I,Proposed Conditions AMC I End: Precip Method Parameters: Specified Average Allow Depth Override: Yes Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1, Alberhill 2, Alberhill 3, Alberhill 4, Basin, Hoist 1, Hoist 2, North 1, North 2, North 3_A, North 3_B, North 3_C, North 4, Road 1, Road 2, Road 3, Road 4, Road 5, Road 6, Shed A, Shed B, Shed C, Shed D, Shed E, Shed F, Shed G, Shed H, Shed I, South 1, South 2, South 3, South 4, South 5, South 6, South 7 Gage: 3-hour Storm Total Storm Precipitation: 1.23 End: Meteorology: 5-year 6-hour Last Modified Date: 15 May 2007 Last Modified Time: 11:58:35 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions AMC I,Proposed Conditions AMC I End: Precip Method Parameters: Specified Average Allow Depth Override: Yes Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1, Alberhill 2, Alberhill 3, Alberhill 4, Basin, Hoist 1, Hoist 2, North 1, North 2, North 3_A, North 3_B, North 3_C, North 4, Road 1, Road 2, Road 3, Road 4, Road 5, Road 6, Shed A, Shed B, Shed C, Shed D, Shed E, Shed F, Shed G, Shed H, Shed I, South 1, South 2, South 3, South 4, South 5, South 6, South 7 Gage: 6-hour Storm Total Storm Precipitation: 1.78 End: Meteorology: 5-year 24-hour Last Modified Date: 15 May 2007 Last Modified Time: 15:48:17 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions 24-hour,Proposed Conditions 24-hour End: Precip Method Parameters: Specified Average Allow Depth Override: No Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1 Gage: 5-year 24-hour F=0.35 End: Subbasin: Alberhill 2 Gage: 5-year 24-hour F=0.35 End: Subbasin: Alberhill 3 Gage: 5-year 24-hour F=0.40 End: Subbasin: Alberhill 4 Gage: 5-year 24-hour F=0.15 End: Subbasin: Basin Gage: 5-year 24-hour F=0.15 End: Subbasin: Hoist 1 Gage: 5-year 24-hour F=0.30 End: Subbasin: Hoist 2 Gage: 5-year 24-hour F=0.40 End: Subbasin: North 1 Gage: 5-year 24-hour F=0.50 End: Subbasin: North 2 Gage: 5-year 24-hour F=0.45 End: Subbasin: North 3_A Gage: 5-year 24-hour F=0.50 End: Subbasin: North 3_B Gage: 5-year 24-hour F=0.50 End: Subbasin: North 3_C Gage: 5-year 24-hour F=0.50 End: Subbasin: North 4 Gage: 5-year 24-hour F=0.45 End: Subbasin: Road 1 Gage: 5-year 24-hour F=0.30 End: Subbasin: Road 2 Gage: 5-year 24-hour F=0.35 End: Subbasin: Road 3 Gage: 5-year 24-hour F=0.30 End: Subbasin: Road 4 Gage: 5-year 24-hour F=0.40 End: Subbasin: Road 5 Gage: 5-year 24-hour F=0.35 End: Subbasin: Road 6 Gage: 5-year 24-hour F=0.35 End: Subbasin: Shed A Gage: 5-year 24-hour F=0.45 End: Subbasin: Shed B Gage: 5-year 24-hour F=0.50 End: Subbasin: Shed C Gage: 5-year 24-hour F=0.50 End: Subbasin: Shed D Gage: 5-year 24-hour F=0.45 End: Subbasin: Shed E Gage: 5-year 24-hour F=0.40 End: Subbasin: Shed F Gage: 5-year 24-hour F=0.40 End: Subbasin: Shed G Gage: 5-year 24-hour F=0.40 End: Subbasin: Shed H Gage: 5-year 24-hour F=0.45 End: Subbasin: Shed I Gage: 5-year 24-hour F=0.45 End: Subbasin: South 1 Gage: 5-year 24-hour F=0.45 End: Subbasin: South 2 Gage: 5-year 24-hour F=0.45 End: Subbasin: South 3 Gage: 5-year 24-hour F=0.40 End: Subbasin: South 4 Gage: 5-year 24-hour F=0.40 End: Subbasin: South 5 Gage: 5-year 24-hour F = 0.25 End: Subbasin: South 6 Gage: 5-year 24-hour F=0.15 End: Subbasin: South 7 Gage: 5-year 24-hour F=0.55 End: Meteorology: 10-year 1-hour Last Modified Date: 15 May 2007 Last Modified Time: 12:38:31 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions AMC II,Proposed Conditions AMC II End: Precip Method Parameters: Specified Average Allow Depth Override: Yes Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1, Alberhill 2, Alberhill 3, Alberhill 4, Basin, Hoist 1, Hoist 2, North 1, North 2, North 3_A, North 3_B, North 3_C, North 4, Road 1, Road 2, Road 3, Road 4, Road 5, Road 6, Shed A, Shed B, Shed C, Shed D, Shed E, Shed F, Shed G, Shed H, Shed I, South 1, South 2, South 3, South 4, South 5, South 6, South 7 Gage: 1-hour Storm Total Storm Precipitation: 0.90 End: Meteorology: 10-year 3-hour Last Modified Date: 15 May 2007 Last Modified Time: 12:36:28 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions AMC II,Proposed Conditions AMC II End: Precip Method Parameters: Specified Average Allow Depth Override: Yes Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1, Alberhill 2, Alberhill 3, Alberhill 4, Basin, Hoist 1, Hoist 2, North 1, North 2, North 3_A, North 3_B, North 3_C, North 4, Road 1, Road 2, Road 3, Road 4, Road 5, Road 6, Shed A, Shed B, Shed C, Shed D, Shed E, Shed F, Shed G, Shed H, Shed I, South 1, South 2, South 3, South 4, South 5, South 6, South 7 Gage: 3-hour Storm Total Storm Precipitation: 1.46 End: Meteorology: 10-year 6-hour Last Modified Date: 15 May 2007 Last Modified Time: 12:36:46 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions AMC II,Proposed Conditions AMC II End: Precip Method Parameters: Specified Average Allow Depth Override: Yes Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1, Alberhill 2, Alberhill 3, Alberhill 4, Basin, Hoist 1, Hoist 2, North 1, North 2, North 3_A, North 3_B, North 3_C, North 4, Road 1, Road 2, Road 3, Road 4, Road 5, Road 6, Shed A, Shed B, Shed C, Shed D, Shed E, Shed F, Shed G, Shed H, Shed I, South 1, South 2, South 3, South 4, South 5, South 6, South 7 Gage: 6-hour Storm Total Storm Precipitation: 2.10 End: Meteorology: 10-year 24-hour Last Modified Date: 18 July 2007 Last Modified Time: 16:49:55 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions 24-hour,Proposed Conditions 24-hour End: Precip Method Parameters: Specified Average Allow Depth Override: No Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1 Gage: 10-year 24-hour F=0.20 End: Subbasin: Alberhill 2 Gage: 10-year 24-hour F=0.20 End: Subbasin: Alberhill 3 Gage: 10-year 24-hour F=0.20 End: Subbasin: Alberhill 4 Gage: 10-year 24-hour F=0.20 End: Subbasin: Basin Gage: 10-year 24-hour F=0.10 End: Subbasin: Hoist 1 Gage: 10-year 24-hour F=0.20 End: Subbasin: Hoist 2 Gage: 10-year 24-hour F=0.25 End: Subbasin: North 1 Gage: 10-year 24-hour F=0.30 End: Subbasin: North 2 Gage: 10-year 24-hour F=0.30 End: Subbasin: North 3_A Gage: 10-year 24-hour F=0.30 End: Subbasin: North 3_B Gage: 10-year 24-hour F=0.30 End: Subbasin: North 3_C Gage: 10-year 24-hour F=0.30 End: Subbasin: North 4 Gage: 10-year 24-hour F=0.25 End: Subbasin: Road 1 Gage: 10-year 24-hour F=0.20 End: Subbasin: Road 2 Gage: 10-year 24-hour F=0.20 End: Subbasin: Road 3 Gage: 10-year 24-hour F=0.20 End: Subbasin: Road 4 Gage: 10-year 24-hour F=0.30 End: Subbasin: Road 5 Gage: 10-year 24-hour F=0.25 End: Subbasin: Road 6 Gage: 10-year 24-hour F=0.25 End: Subbasin: Shed A Gage: 10-year 24-hour F=0.25 End: Subbasin: Shed B Gage: 10-year 24-hour F=0.30 End: Subbasin: Shed C Gage: 10-year 24-hour F=0.30 End: Subbasin: Shed D Gage: 10-year 24-hour F=0.25 End: Subbasin: Shed E Gage: 10-year 24-hour F=0.25 End: Subbasin: Shed F Gage: 10-year 24-hour F=0.25 End: Subbasin: Shed G Gage: 10-year 24-hour F=0.25 End: Subbasin: Shed H Gage: 10-year 24-hour F=0.25 End: Subbasin: Shed I Gage: 10-year 24-hour F=0.30 End: Subbasin: South 1 Gage: 10-year 24-hour F=0.30 End: Subbasin: South 2 Gage: 10-year 24-hour F=0.25 End: Subbasin: South 3 Gage: 10-year 24-hour F=0.25 End: Subbasin: South 4 Gage: 10-year 24-hour F=0.25 End: Subbasin: South 5 Gage: 10-year 24-hour F=0.15 End: Subbasin: South 6 Gage: 10-year 24-hour F=0.10 End: Subbasin: South 7 Gage: 10-year 24-hour F=0.40 End: Meteorology: 100-year 3-hour Last Modified Date: 16 May 2007 Last Modified Time: 14:03:42 Version: 3.0.0 Unit System: English Precipitation Method: Specified Average Basin Model List: Existing Conditions AMC II,Spillway Design Model,Proposed Conditions AMC II End: Precip Method Parameters: Specified Average Allow Depth Override: Yes Set Missing Data to Zero: Yes End: Subbasin: Alberhill 1, Alberhill 2, Alberhill 3, Alberhill 4, Basin, Hoist 1, Hoist 2, North 1, North 2, North 3_A, North 3_B, North 3_C, North 4, Road 1, Road 2, Road 3, Road 4, Road 5, Road 6, Shed A, Shed B, Shed C, Shed D, Shed E, Shed F, Shed G, Shed H, Shed I, South 1, South 2, South 3, South 4, South 5, South 6, South 7 Gage: 3-hour Storm Total Storm Precipitation: 2.33 End: Note: low losses govern the effective precipitation for higher F values. Therefore, the effective rainfall pattern may be the same for different F values. BASIN DATA Basin: Existing Conditions AMC I Last Modified Date: 27 February 2007 Last Modified Time: 13:03:17 Version: 3.0.0 Unit System: English Missing Flow To Zero: No Enable Flow Ratio: No Allow Blending: No Compute Local Flow At Junctions: No End: Junction: Junction 2 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6221549.112499138 Canvas Y: 2201978.305754204 Label X: -25.0 Label Y: -55.0 Downstream: Natural 2 End: Subbasin: Shed C Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6220658.53202982 Canvas Y: 2202864.5839024154 Label X: -53.0 Label Y: 19.0 Area: 0.104 Downstream: Junction 2 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.49 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.13 Baseflow: None End: Junction: Junction 3 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6220550.974002124 Canvas Y: 2201573.8875700687 Label X: 16.0 Label Y: 0.0 Downstream: Natural 3 End: Subbasin: Shed D Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6219409.039 Canvas Y: 2202980.591 Label X: -53.0 Label Y: 20.0 Area: 0.182 Downstream: Junction 3 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.44 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.18 Baseflow: None End: Subbasin: Shed A Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6222460.384990073 Canvas Y: 2203699.793029603 Label X: -30.0 Label Y: 24.0 Area: 0.091 Downstream: Temescal Wash Outlet LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.46 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.10 Baseflow: None End: Junction: Junction 1 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6222404.039 Canvas Y: 2201985.591 Label X: -37.0 Label Y: -20.0 Downstream: Natural 1 End: Subbasin: Shed B Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6221534.039 Canvas Y: 2203195.591 Label X: -38.0 Label Y: 26.0 Area: 0.142 Downstream: Junction 1 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.50 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.15 Baseflow: None End: Subbasin: Shed E Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6219354.039 Canvas Y: 2200755.591 Label X: -47.0 Label Y: 19.0 Area: 0.148 Downstream: Junction 3 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.42 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.13 Baseflow: None End: Junction: Junction 5 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6218778.963233148 Canvas Y: 2199449.957541839 Label X: 16.0 Label Y: 0.0 Downstream: Natural 5 End: Subbasin: Shed G Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6217499.039 Canvas Y: 2200545.591 Label X: -51.0 Label Y: 21.0 Area: 0.118 Downstream: Junction 5 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.42 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.13 Baseflow: None End: Junction: Junction 4 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6219264.039 Canvas Y: 2199505.591 Label X: 16.0 Label Y: 0.0 Downstream: Natural 4 End: Subbasin: Shed F Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6219114.039 Canvas Y: 2199010.591 Label X: -24.0 Label Y: -23.0 Area: 0.051 Downstream: Junction 4 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.42 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.07 Baseflow: None End: Subbasin: Shed H Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6217184.039 Canvas Y: 2199385.591 Label X: -75.0 Label Y: 5.0 Area: 0.09 Downstream: Junction 5 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.44 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.11 Baseflow: None End: Subbasin: Shed I Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6217564.039 Canvas Y: 2198820.591 Label X: -1.0 Label Y: -13.0 Area: 0.019 Downstream: Junction 6 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.44 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.03 Baseflow: None End: Reach: Natural 1 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6223701.957278886 Canvas Y: 2202843.4269788503 From Canvas X: 6222404.039 From Canvas Y: 2201985.591 Label X: -25.0 Label Y: -22.0 Downstream: Temescal Wash Outlet Route: Muskingum Cunge Channel: Trapezoid Length: 1600 Energy Slope: 0.009 Width: 20 Side Slope: 5 Mannings n: 0.03 End: Reach: Natural 2 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6222404.039 Canvas Y: 2201985.591 From Canvas X: 6221549.112499138 From Canvas Y: 2201978.305754204 Label X: -38.0 Label Y: -30.0 Downstream: Junction 1 Route: Muskingum Cunge Channel: Trapezoid Length: 980 Energy Slope: 0.009 Width: 20 Side Slope: 5 Mannings n: 0.03 End: Reach: Natural 3 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6221549.112499138 Canvas Y: 2201978.305754204 From Canvas X: 6220550.974002124 From Canvas Y: 2201573.8875700687 Label X: -54.0 Label Y: 19.0 Downstream: Junction 2 Route: Muskingum Cunge Channel: Trapezoid Length: 1269 Energy Slope: 0.017 Width: 20 Side Slope: 5 Mannings n: 0.03 End: Reach: Natural 4 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6220550.974002124 Canvas Y: 2201573.8875700687 From Canvas X: 6219264.039 From Canvas Y: 2199505.591 Label X: 16.0 Label Y: 0.0 Downstream: Junction 3 Route: Muskingum Cunge Channel: Trapezoid Length: 1694 Energy Slope: 0.030 Width: 20 Side Slope: 5 Mannings n: 0.03 End: Reach: Natural 5 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6219264.039 Canvas Y: 2199505.591 From Canvas X: 6218778.963233148 From Canvas Y: 2199449.957541839 Label X: 16.0 Label Y: 0.0 Downstream: Junction 4 Route: Muskingum Cunge Channel: Trapezoid Length: 552 Energy Slope: 0.036 Width: 20 Side Slope: 5 Mannings n: 0.03 End: Reach: Natural 6 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6218778.963233148 Canvas Y: 2199449.957541839 From Canvas X: 6217732.537565376 From Canvas Y: 2199076.8870024523 Label X: -26.0 Label Y: -21.0 Downstream: Junction 5 Route: Muskingum Cunge Channel: Trapezoid Length: 1037 Energy Slope: 0.028 Width: 20 Side Slope: 5 Mannings n: 0.03 End: Junction: Junction 6 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6217732.537565376 Canvas Y: 2199076.8870024523 Downstream: Natural 6 End: Sink: Temescal Wash Outlet Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6223701.957278886 Canvas Y: 2202843.4269788503 Label X: -74.0 Label Y: 29.0 End: Basin Schematic Properties: Last View N: 2204200.034596455 Last View S: 2197389.7658 Last View W: 6215022.0 Last View E: 6224365.8397 Maximum View N: 2206000.0 Maximum View S: 2197389.7658 Maximum View W: 6215022.0 Maximum View E: 6224365.8397 Extent Method: Manual Buffer: 0 Draw Icons: Yes Draw Icon Labels: Yes Draw Gridlines: Yes Draw Flow Direction: No Map: hms.graphics.MapGeoMap Map File Name: maps\Existing_Conditions.map End: Basin: Existing Conditions AMC II Last Modified Date: 27 February 2007 Last Modified Time: 13:03:03 Version: 3.0.0 Unit System: English Missing Flow To Zero: No Enable Flow Ratio: No Allow Blending: No Compute Local Flow At Junctions: No End: Junction: Junction 2 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6221549.112499138 Canvas Y: 2201978.305754204 Label X: -34.0 Label Y: 25.0 Downstream: Natural 2 End: Subbasin: Shed C Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6220658.53202982 Canvas Y: 2202864.5839024154 Label X: -53.0 Label Y: 19.0 Area: 0.104 Downstream: Junction 2 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.29 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.13 Baseflow: None End: Junction: Junction 3 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6220513.161136034 Canvas Y: 2201559.1965321433 Label X: -35.0 Label Y: -21.0 Downstream: Natural 3 End: Subbasin: Shed D Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6219409.039 Canvas Y: 2202980.591 Label X: -53.0 Label Y: 20.0 Area: 0.182 Downstream: Junction 3 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.25 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.18 Baseflow: None End: Subbasin: Shed A Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6222382.4568341365 Canvas Y: 2203752.3485020082 Label X: -30.0 Label Y: 24.0 Area: 0.091 Downstream: Temescal Wash Outlet LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.27 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.10 Baseflow: None End: Junction: Junction 1 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6222404.039 Canvas Y: 2201985.591 Label X: -37.0 Label Y: -20.0 Downstream: Natural 1 End: Subbasin: Shed B Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6221534.039 Canvas Y: 2203195.591 Label X: -38.0 Label Y: 26.0 Area: 0.142 Downstream: Junction 1 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.31 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.15 Baseflow: None End: Subbasin: Shed E Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6219354.039 Canvas Y: 2200755.591 Label X: -47.0 Label Y: 19.0 Area: 0.148 Downstream: Junction 3 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.24 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.13 Baseflow: None End: Junction: Junction 5 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6218796.421566487 Canvas Y: 2199449.245053334 Label X: 16.0 Label Y: 0.0 Downstream: 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Y: 2199385.591 Label X: -75.0 Label Y: 5.0 Area: 0.09 Downstream: Junction 5 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.26 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.11 Baseflow: None End: Subbasin: Shed I Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6217564.039 Canvas Y: 2198820.591 Label X: -1.0 Label Y: -13.0 Area: 0.019 Downstream: Junction 6 LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.31 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.03 Baseflow: None End: Reach: Natural 1 Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6223701.957278886 Canvas Y: 2202843.4269788503 From Canvas X: 6222404.039 From Canvas Y: 2201985.591 Label X: -45.0 Label Y: 0.0 Downstream: Temescal Wash Outlet Route: Muskingum Cunge Channel: Trapezoid Length: 1600 Energy Slope: 0.009 Width: 20 Side Slope: 5 Mannings n: 0.03 End: Reach: Natural 2 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Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6219900.7919413 Canvas Y: 2202175.9176406926 From Canvas X: 6219784.653223378 From Canvas Y: 2202218.931980664 Label X: -29.0 Label Y: -16.0 Downstream: Node H Route: Lag Lag: 0.11 End: Reach: H-I Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6220117.163209456 Canvas Y: 2202141.928996196 From Canvas X: 6219900.7919413 From Canvas Y: 2202175.9176406926 Label X: -9.0 Label Y: -17.0 Downstream: Node I Route: Lag Lag: 0.25 End: Reach: I-J Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6220399.559041763 Canvas Y: 2202135.0830366253 From Canvas X: 6220117.163209456 From Canvas Y: 2202141.928996196 Label X: -10.0 Label Y: -14.0 Downstream: Node J Route: Lag Lag: 0.34 End: Reach: J-K Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6220948.091552394 Canvas Y: 2202153.909425446 From Canvas X: 6220399.559041763 From Canvas Y: 2202135.0830366253 Label X: -6.0 Label Y: -18.0 Downstream: Node K Route: Lag Lag: 0.50 End: Reach: K-L Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6221704.570084999 Canvas Y: 2202178.7260288903 From Canvas X: 6220948.091552394 From Canvas Y: 2202153.909425446 Downstream: Node L Route: Lag Lag: 0.47 End: Reach: P-Q Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6223291.976960543 Canvas Y: 2202478.236760124 From Canvas X: 6222916.3049290795 From Canvas Y: 2202407.2099295743 Downstream: Node Q Route: Lag Lag: 1.06 End: Sink: Temescal Wash Outlet Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6223537.280645143 Canvas Y: 2202966.2513645133 End: Reservoir: Detention Basin Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6222357.339663315 Canvas Y: 2202101.115176295 Label X: -30.0 Label Y: -25.0 Downstream: Node N Route: Modified Puls Routing Curve: Elevation-Area-Outflow Initial Elevation: 1254.5 Elevation-Area Table: Detention Basin Elevation-Outflow Table: Spillway Design End: Reach: N-O Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6222841.177917151 Canvas Y: 2202396.3640770293 From Canvas X: 6222378.462016607 From Canvas Y: 2202268.0196684734 Downstream: Node O Route: Lag Lag: 0.61 End: Junction: Node N Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6222378.462016607 Canvas Y: 2202268.0196684734 Label X: -22.0 Label Y: -23.0 Downstream: N-O End: Reach: Q-Temescal Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6223537.280645143 Canvas Y: 2202966.2513645133 From Canvas X: 6223291.976960543 From Canvas Y: 2202478.236760124 Downstream: Temescal Wash Outlet Route: Lag Lag: 1.11 End: Subbasin: Basin Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6222344.741239681 Canvas Y: 2201892.198725431 Area: 0.002 Downstream: Detention Basin LossRate: Initial+Constant Percent Impervious Area: 0.0 Initial Loss: 0 Constant Loss Rate: 0.10 Transform: User-Specified S-Graph S-graph: S-Graph Foothills Lag: 0.01 Baseflow: None End: Reach: O-P Latitude Degrees: 0.0 Longitude Degrees: 0.0 Canvas X: 6222916.3049290795 Canvas Y: 2202407.2099295743 From Canvas X: 6222841.177917151 From Canvas Y: 2202396.3640770293 Downstream: Node P Route: Lag Lag: 0.21 End: Basin Schematic Properties: Last View N: 2202820.289900317 Last View S: 2201028.5234919176 Last View W: 6219730.939817116 Last View E: 6223062.736857528 Maximum View N: 2206000.0 Maximum View S: 2197389.7658 Maximum View W: 6215022.0 Maximum View E: 6224365.8397 Extent Method: Manual Buffer: 0 Draw Icons: Yes Draw Icon Labels: Yes Draw Gridlines: Yes Draw Flow Direction: No Map: hec.map.aishape.AiShapeMap Map File Name: C:\Projects\NicholsRoad_Basin\GIS\PROPCondit ions\nodes stormdrain.shp Map: hec.map.aishape.AiShapeMap Map File Name: proposed watershed.shp End: CONTROL AND RUN DATA Control: 1-hour Event Last Modified Date: 25 January 2007 Last Modified Time: 19:27:15 Start Date: 1 January 2000 Start Time: 00:00 End Date: 1 January 2000 End Time: 12:00 Time Interval: 5 End: Control: 3-hour Event Last Modified Date: 13 December 2006 Last Modified Time: 11:07:59 Start Date: 1 January 2000 Start Time: 00:00 End Date: 2 January 2000 End Time: 00:00 Time Interval: 5 End: Control: 6-hour Event Last Modified Date: 20 July 2006 Last Modified Time: 10:10:01 Start Date: 1 January 2000 Start Time: 00:00 End Date: 2 January 2000 End Time: 12:00 Time Interval: 5 End: Control: 24-hour Event Description: 24-hour Event Last Modified Date: 20 July 2006 Last Modified Time: 10:08:40 Start Date: 1 January 2000 Start Time: 00:00 End Date: 3 January 2000 End Time: 00:00 Time Interval: 15 End: Run: Ex 10-year 1-hour Default Description: Yes Log File: Ex_10_year_1_hour.log Basin: Existing Conditions AMC II Precip: 10-year 1-hour Control: 1-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 15:57:20 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 15:57:21 End: Run: Ex 10-year 24-hour Default Description: Yes Log File: Ex_10_year_24_hour.log Basin: Existing Conditions 24-hour Precip: 10-year 24-hour Control: 24-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 15:57:25 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 15:57:26 End: Run: Ex 10-year 3-hour Default Description: Yes Log File: Ex_10_year_3_hour.log Basin: Existing Conditions AMC II Precip: 10-year 3-hour Control: 3-hour Event Precip Last Execution Date: 13 August 2007 Precip Last Execution Time: 11:36:01 Basin Last Execution Date: 13 August 2007 Basin Last Execution Time: 11:36:01 End: Run: Ex 10-year 6-hour Default Description: Yes Log File: Ex_10_year_6_hour.log Basin: Existing Conditions AMC II Precip: 10-year 6-hour Control: 6-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 15:57:30 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 15:57:30 End: Run: Ex 2-year 1-hour Default Description: Yes Log File: Ex_2_year_1_hour.log Basin: Existing Conditions AMC I Precip: 2-year 1-hour Control: 1-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 15:47:27 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 15:47:27 End: Run: Ex 2-year 24-hour Default Description: Yes Log File: Ex_2_year_24_hour.log Basin: Existing Conditions 24-hour Precip: 2-year 24-hour Control: 24-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 15:47:33 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 15:47:34 End: Run: Ex 2-year 3-hour Default Description: Yes Log File: Ex_2_year_3_hour.log Basin: Existing Conditions AMC I Precip: 2-year 3-hour Control: 3-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 15:47:30 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 15:47:31 End: Run: Ex 2-year 6-hour Default Description: Yes Log File: Ex_2_year_6_hour.log Basin: Existing Conditions AMC I Precip: 2-year 6-hour Control: 6-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 15:47:37 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 15:47:37 End: Run: Ex 5-year 1-hour Default Description: Yes Log File: Ex_5_year_1_hour.log Basin: Existing Conditions AMC I Precip: 5-year 1-hour Control: 1-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 15:54:46 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 15:54:46 End: Run: Ex 5-year 24-hour Default Description: Yes Log File: Ex_5_year_24_hour.log Basin: Existing Conditions 24-hour Precip: 5-year 24-hour Control: 24-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 15:54:48 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 15:54:49 End: Run: Ex 5-year 3-hour Default Description: Yes Log File: Ex_5_year_3_hour.log Basin: Existing Conditions AMC I Precip: 5-year 3-hour Control: 3-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 15:54:51 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 15:54:51 End: Run: Ex 5-year 6-hour Default Description: Yes Log File: Ex_5_year_6_hour.log Basin: Existing Conditions AMC I Precip: 5-year 6-hour Control: 6-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 15:54:55 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 15:54:55 End: Run: Prop 10-year 1-hour Default Description: Yes Log File: Prop_10_year_1_hour.log Basin: Proposed Conditions AMC II Precip: 10-year 1-hour Control: 1-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 16:16:05 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 16:16:06 End: Run: Prop 10-year 24-hour Default Description: Yes Log File: Prop_10_year_24_hour.log Basin: Proposed Conditions 24-hour Precip: 10-year 24-hour Control: 24-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 16:18:08 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 16:18:09 End: Run: Prop 10-year 3-hour Default Description: Yes Log File: Prop_10_year_3_hour.log Basin: Proposed Conditions AMC II Precip: 10-year 3-hour Control: 3-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 16:19:28 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 16:19:29 End: Run: Prop 10-year 6-hour Default Description: Yes Log File: Prop_10_year_6_hour.log Basin: Proposed Conditions AMC II Precip: 10-year 6-hour Control: 6-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 16:20:42 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 16:20:43 End: Run: Prop 2-year 1-hour Default Description: Yes Log File: Prop_2_year_1_hour.log Basin: Proposed Conditions AMC I Precip: 2-year 1-hour Control: 1-hour Event Precip Last Execution Date: 3 August 2007 Precip Last Execution Time: 09:16:21 Basin Last Execution Date: 3 August 2007 Basin Last Execution Time: 09:16:24 End: Run: Prop 2-year 24-hour Default Description: Yes Log File: Prop_2_year_24_hour.log Basin: Proposed Conditions 24-hour Precip: 2-year 24-hour Control: 24-hour Event Precip Last Execution Date: 3 August 2007 Precip Last Execution Time: 09:16:27 Basin Last Execution Date: 3 August 2007 Basin Last Execution Time: 09:16:31 End: Run: Prop 2-year 3-hour Default Description: Yes Log File: Prop_2_year_3_hour.log Basin: Proposed Conditions AMC I Precip: 2-year 3-hour Control: 3-hour Event Precip Last Execution Date: 3 August 2007 Precip Last Execution Time: 09:16:33 Basin Last Execution Date: 3 August 2007 Basin Last Execution Time: 09:16:34 End: Run: Prop 2-year 6-hour Default Description: Yes Log File: Prop_2_year_6_hour.log Basin: Proposed Conditions AMC I Precip: 2-year 6-hour Control: 6-hour Event Precip Last Execution Date: 3 August 2007 Precip Last Execution Time: 09:16:37 Basin Last Execution Date: 3 August 2007 Basin Last Execution Time: 09:16:39 End: Run: Prop 5-year 1-hour Default Description: Yes Log File: Prop_5_year_1_hour.log Basin: Proposed Conditions AMC I Precip: 5-year 1-hour Control: 1-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 16:25:33 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 16:25:33 End: Run: Prop 5-year 24-hour Default Description: Yes Log File: Prop_5_year_24_hour.log Basin: Proposed Conditions 24-hour Precip: 5-year 24-hour Control: 24-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 16:29:25 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 16:29:27 End: Run: Prop 5-year 3-hour Default Description: Yes Log File: Prop_5_year_3_hour.log Basin: Proposed Conditions AMC I Precip: 5-year 3-hour Control: 3-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 16:26:32 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 16:26:33 End: Run: Prop 5-year 6-hour Default Description: Yes Log File: Prop_5_year_6_hour.log Basin: Proposed Conditions AMC I Precip: 5-year 6-hour Control: 6-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 16:28:31 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 16:28:32 End: Run: Prop Spillway 100-year 3-hour Default Description: Yes Log File: Prop_Spillway_100_year_3_hour.log Basin: Proposed Conditions AMC II Precip: 100-year 3-hour Control: 3-hour Event Precip Last Execution Date: 2 August 2007 Precip Last Execution Time: 16:31:07 Basin Last Execution Date: 2 August 2007 Basin Last Execution Time: 16:31:07 End: APPENDIX E DETENTION BASIN STORAGE VOLUME