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2017 Dudek Drainage Report - Eisenhower (Preliminary Report) Washington Street Drainage Improvements Preliminary Design Technical Memorandum April 2017 Prepared for: Mr. Edward Wimmer, PE City of La Quinta 78-495 Calle Tampico La Quinta, CA 92247-1504 Prepared by: Thomas J. Ryan, MS, PE Tim Muli, PE 27372 Calle Arroyo San Juan Capistrano, Ca 92675 1 Introduction The City of La Quinta prepared a Focused Drainage Study in 2015 to evaluate five specific areas susceptible to flooding during large storm events. As a result of the facility improvement recommendations proposed in this study, the City has hired Dudek to prepare the Preliminary and Final Design documents for two of the five sites. The two project sites are located along Washington Street at: 1) Avenue 50 intersection; and 2) Lake La Quinta Drive Currently, a majority of the stormwater drainage conveyance facilities for these two drainage areas consist of primarily street flow, supplemented with some curb inlets. Although the storm drain systems in these areas were appropriately designed for the standard storm criteria (at the time), recent extreme storm events have identified floodprone areas that the City wishes to add additional flood control protection. Lake La Quinta The Lake La Quinta project site focuses primarily on the flooding that occurs at the Washington Street/Lake La Quinta Drive intersection. The local storm drain system at this location captures street flow along Washington Street and Caleo Bay Drive via curb inlets located at/near the intersection of Lake La Quinta Drive and Caleo Bay Drive. The drainage system outlets into the lake, via a combined MaxWell storm drain inlet and overflow outlet. Based on the findings of the Focused Drainage Study, increasing the capacity of the outlet overflow structure, in conjunction with improving the local drainage system, theoretically alleviated the majority of the flooded depth identified in Washington Street. The area was evaluated for the 100-year (multi-durations) and the 500-year/1- hour storm events in the Focused Drainage Study. The minimum flood level identified in the previous study was 6-inches. Flood depths below this level were not identified in the original study, as its intent was to mitigate major flooding events. A secondary storm drain system was evaluated as part of this study at/near the Washington Street/48th Avenue intersection. Since the previous study only identified flow depths of 6-inches and greater, the more refined design criteria in this project (maximum 3-inches for one dry lane) identified that additional flood control measures were necessary at this location. Project Location Map 2 Avenue 50 The Avenue 50 site experienced flooding during these storm events, most likely due to clogged inlets, or excessive sediment build-up in the roadway, per City staff observations. During the Focused Drainage Study analyses, the XPSWMM modeled results did not seem to match the flood levels witnessed during the major storm events. It was identified that excessive mud/sediment was present after the flood water subsided. When models were re-calculated using partially “plugged” inlets, it was evident that the modeled flooding better resembled the witnessed flooding. As a result, the proposed improvements for this project focused on improving the local drainage facilities to handle debris flows. Design Criteria The design criteria used for this project (both sites) different then the criteria used in the Focused Drainage Study (2015). The primary design criteria used to model and identify the recommended drainage improvements includes: · Hydrology based on the 250-year/1-hour storm event precipitation records from NOAA Atlas 14. · Riverside County Hydrology storm pattern to be used (AES Software). · One “dry-lane” must be achieved in each direction of traffic (maximum depth 3-inches) within the locations of the project storm drain systems. · Where possible, keep all proposed improvements within City Right-of-Way. Hydrology Dudek used the NOAA Atlas 14 point precipitation data for the 250-year/1-hour storm event for the area of La Quinta. The 1-hour duration was selected based on the evaluation performed in previous studies. This duration was selected based on the two recent extreme storm events causing the most flood damage in these areas were approximately 1-hour duration (2013 and 2014). Specific land-use data, soils conditions, and topographic mapping was used from the previous Focused Drainage Study. AES Software was used to calculate the 250-year storm event using the Unit Hydrograph approach for the offsite areas tributary to the Lake La Quinta sites. Consistent with the Focused Drainage Study methodology, all other areas within and adjacent to the project site were evaluated using the Distributed Rainfall Method, where precipitation data, from AES output was entered into XPSWMM. See Appendix A for the hydrology results and backup calculations. The maximum precipitation amount identified for 1-hour (250-year) was 2.08”. Hydraulic Analyses Both sites were evaluated using the XPSWMM 1-dimensional/2-dimensional software. Surface data was compiled using a digital terrain model base on aerial topography, and subsurface drainage facilities were incorporated into the model based on as-built plans and field verification. Similar to the Focused Drainage Study, the evaluations ran unsteady flow models capable of linking the subsurface drainage facilities with the surface runoff. 3 Using the previous XPSWMM models as a basis, Dudek refined the surface model by restricting the cell size from 6’x6’ to 3’x3’, allowing for a more detailed analysis of the focused areas. Results were also computed and identified to reveal flows equal to and greater than 3-inches deep, whereas the previous study only identified flows 6-inches and greater. This was done to identify the maximum flooded widths of the streets to meet the City’s criteria for emergency vehicular access. Several alternatives were evaluated to identify facility sizes and revised alignments for the respective project site storm drain systems. For the Lake La Quinta site, the refined cell sizes identified the need for an additional drainage inlet along Washington Street near the intersection of 48th Avenue. At the Avenue 50 site, it was identified that the previously recommended outlet pipe (into Evacuation Channel) was not needed, that the existing pipe could be used with modifications to the upstream system. Results Lake La Quinta The recommended alternative identified for this site included extending the previously recommended storm drain along Washington Street (at 48th Avenue) across Washington Street to capture flows along the west side, or southbound lanes. By adding this connections, the laterals downstream had to be upsized, compared to previous recommendations from 18-inch (RCP) to 21-inch (RCP). Other modifications to the system compared to the Focused Drainage Study are as follows: Table 1a: Lake La Quinta Revisions to Focused Drainage Study Recommended Facilities Facility 2105 Focused Drainage Study Project Recommendations Storm drain conduit at Lake La Quinta Drive and Washington Street 2’x6’ RCB Double 36-inch RCP Water quality treatment facility at Lake La Quinta outfall None Recommended Custom Trash Separator with overflow Modifications to existing catch basin on the south side of Lake La Quinta Drive None Recommended Addition of a parallel 18- inch RCP Proposed storm drain along Washington Street near 48th Avenue 18-inch lateral to drain into Lake La Quinta near Via Firenza Addition of catch basin on west side of Washington, associated 18-inch lateral, and upsize main lateral to 21-inch. Results of the XPSWMM analyses can be seen in Exhibit 1 and Appendix A. Figure 1 shows the project recommended facilities for the Lake La Quinta improvements. Cost Estimate Dudek prepared a preliminary construction cost estimate based on the revised recommendations. Consistent with the unit prices used in the Focused Drainage Study. Table 1b shows the estimated cost details. Some of the unit costs were changed from the Focused Drainage Study results. The catch basin costs were increased due to the sizes of the required basins. Previous study used a standard unit price that was low (i.e. $5,000 for a 28-foot curb inlet). 4 Prices also increased based on the water quality treatment facility. Dudek proposes to design a custom facility for approximately $50,000, compared to the Maxwell and CDS systems that were quoted over $160,000. Table 1b: Avenue 50 Preliminary Construction Cost Estimate Item No. Item Description PROJECT TOTAL Unit of Measure Estimated Quantities Unit Price Item Total 1 Install 18" RCP FT 166 $120 $19,920 2 Install 21" RCP FT 1030 $130 $133,900 3 Install Double 36" RCP FT 1310 $135 $176,850 4 Install Double 42" RCP FT 196 $145 $28,420 5 Manhole (Special-dual pipes) EA 8 $10,000 $80,000 6 Catch Basin (Replace 4') EA 3 $6,000 $18,000 6 Catch Basin (Width=21') EA 1 $17,000 $17,000 7 Catch Basin (Width=28') EA 3 $21,000 $63,000 8 BMP-Custom Outlet Screen Device EA 1 $50,000 $50,000 9 Modified Outlet EA 1 $15,000 $15,000 10 Prepare Storm Water Pollution Prevention Plan (both sites) LS 1 $11,000 $11,000 11 Miscellaneous Items (5%) LS 1 $30,104.50 $30,105 12 Mobilization/Bonding/Traffic Control (7%) LS 1 $41,521.90 $41,522 SUBTOTAL (CONSTRUCTION) $684,716 13 Administration (5%) LS 1 $21,100 $21,100 14 Engineering (10%) LS 1 $68,472 $68,472 15 Inspection (9%) LS 1 $61,624 $61,624 16 Professional (7%) LS 1 $47,930 $47,930 17 Relocate Utilities (2%) LS 1 $13,694 $13,694 SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION) $212,821 SUBTOTAL COST $897,537 CONTINGENCY 20% $179,507 TOTAL PROJECT $1,077,044 ! !! ! ! ! ! ! Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/AirbusDS, USDA, USGS, AeroGRID, IGN, and the GIS User Community WASHINGTON STREET STORM DRAIN IMPROVEMENTSLAKE LA QUINTA ENTRANCE Figure 1.00250500125FeetÜ Legend EXISTING INLET EXISTING OUTLET PROPOSED INLET !PROPOSED MH EXISTING PIPE PROPOSED PIPE Parcel Boundary 7 Avenue 50 The recommended alternative identified for this site included the use of the open lot east of Washington Street, and south of Avenue 50 for attenuation. The existing catch basin/junction structure located along Washington Street at this location (along the northbound side), is proposed to be modified and to release flows during large flood events to the open field via a secondary outlet that discharges flows to an earthen swale that delivers flows to the open lot. The lot currently does not drain, but rather, retains flows. Future conditions will have to be negotiated with the property owner for future development to incorporate this additional retained flows. By allowing runoff retention at this site, Dudek was able to eliminate the need to improve the system’s outlet pipe. The retention will occur on the naturally graded lot. No plans for a designed retention basin are proposed at this time. Other modifications to the system compared to the Focused Drainage Study are as follows: Table 2a: Avenue 50 Revisions to Focused Drainage Study Recommended Facilities Facility 2105 Focused Drainage Study Project Recommendations West side of intersection laterals. 1’x4’ RCB (parallel) 18” RCP Outlet pipe downstream of junction outletting into Evacuation Channel. 1’x5’ RCB (parallel) None South of Intersection laterals 1’x2’ RCB (parallel) from inlet to junction at outlet pipe. 18” RCP (parallel) only across Washington Street. Remainder of pipe – existing. Modified Junction Structure northbound Washington Street, south of Avenue 50 None Overflow outlet to adjacent open lot for retention. Results of the XPSWMM analyses can be seen in Exhibit 1 and Appendix A. Figure 2 shows the project recommended facilities for the Avenue 50 improvements. Cost Estimate Dudek prepared a preliminary construction cost estimate based on the revised recommendations. Consistent with the unit prices used in the Focused Drainage Study. Table 2b shows the estimated cost details. Compared to the previous study, the cost for 18” RCP was increased due to the reduction in quantity from $120 per linear foot, to $140 per linear foot. Also, the Storm Water Pollution Prevention Plan (SWPPP) was increased from $5,000 to $6,000. Additional costs were also given to the Traffic Control plans, as Washington Street/Avenue 50 is a well traveled intersection and may require phasing. 8 Table 2b: Avenue 50 Preliminary Construction Cost Estimate Item No. Item Description PROJECT TOTAL Unit of Measure Estimated Quantities Unit Price Item Total 1 Install 18" RCP FT 356 $140 $49,840.00 2 Manhole (Special - with dual pipe Interception) EA 2 $9,000 $18,000.00 3 Catch Basin (Special - Clog Resistant) (W=5') EA 3 $9,000 $27,000.00 4 Modified Secondary Inlet (to open space) EA 1 $15,000 $15,000.00 5 Pipe Outlet (to open space) EA 1 $5,000 $5,000.00 6 Prepare Storm Water Pollution Prevention Plan LS 1 $7,000 $7,000.00 7 Miscellaneous Items (10%) LS 1 $12,184 $12,184.00 8 Mobilization/Bonding/Traffic Control (15%) LS 1 $20,104 $20,103.60 SUBTOTAL (CONSTRUCTION) $154,128 9 Administration (5%) LS 1 $7,706 $7,706.38 10 Engineering (10%) LS 1 $15,413 $15,412.76 11 Inspection (9.75%) LS 1 $15,027 $15,027.44 12 Professional (7.25%) LS 1 $11,174 $11,174.25 13 Relocate Utilities (2%) LS 1 $3,083 $3,082.55 SUBTOTAL (ENGINEERING AND CONSTRUCTION ADMINISTRATION) $52,403 SUBTOTAL COST $206,531 CONTINGENCY 20% $41,306 TOTAL PROJECT $247,837 !! Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/AirbusDS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, andthe GIS User Community WASHINGTON STREET STORM DRAIN IMPROVEMENTSAVENUE 50 - ALTERNATIVE 1 Figure 2.00210420105FeetÜ Legend EXISTING INLET EXISTING OUTLET PROPOSED INLET !PROPOSED MH PROPOSED PIPE EXISTING PIPE Parcel Boundary 9 Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GISUser Community, Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMapcontributors, and the GIS user community Alternative 1 - 250 Year Event Washington Street - Inundation Map Figure 3.00320640160FeetÜ Legend EXISTING INLET EXISTING OUTLET PROPOSED INLET !PROPOSED MH PROPOSED PIPE EXISTING PIPE Flood Depth (Ft) 0.15 - 0.25 0.25 - 0.50 0.50 - 1.00 1.00 - 1.50 1.50 - 2.00 2.00 - 2.50 2.50 - 3.00 3.00 - 5.00 Parcel Boundary Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GISUser Community, Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMapcontributors, and the GIS user community Alternative 1 - 250 Year Event Avenue 50 - Inundation Map Figure 4.00250500125FeetÜ Legend EXISTING INLET EXISTING OUTLET PROPOSED INLET !PROPOSED MH PROPOSED PIPE EXISTING PIPE Flood Depth (Ft) 0.15 - 0.25 0.25 - 0.50 0.50 - 1.00 1.00 - 1.50 1.50 - 2.00 2.00 - 2.50 2.50 - 3.00 3.00 - 5.00 Parcel Boundary NOAA Atlas 14, Volume 6, Version 2 Location name: La Quinta, California, USA* Latitude: 33.7014°, Longitude: -116.2943° Elevation: 59.66 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.067 (0.056‑0.081) 0.103 (0.085‑0.124) 0.157 (0.130‑0.191) 0.208 (0.171‑0.254) 0.288 (0.229‑0.365) 0.359 (0.280‑0.466) 0.443 (0.336‑0.588) 0.540 (0.399‑0.739) 0.696 (0.493‑0.994) 0.841 (0.575‑1.24) 10-min 0.096 (0.080‑0.116) 0.147 (0.122‑0.178) 0.225 (0.187‑0.273) 0.298 (0.245‑0.365) 0.412 (0.329‑0.523) 0.515 (0.402‑0.668) 0.634 (0.482‑0.843) 0.774 (0.572‑1.06) 0.998 (0.707‑1.42) 1.21 (0.824‑1.78) 15-min 0.116 (0.097‑0.140) 0.178 (0.148‑0.215) 0.272 (0.226‑0.331) 0.360 (0.297‑0.441) 0.499 (0.397‑0.633) 0.623 (0.486‑0.807) 0.767 (0.583‑1.02) 0.937 (0.692‑1.28) 1.21 (0.855‑1.72) 1.46 (0.997‑2.15) 30-min 0.169 (0.141‑0.205) 0.260 (0.217‑0.315) 0.398 (0.331‑0.484) 0.526 (0.434‑0.645) 0.730 (0.581‑0.925) 0.912 (0.711‑1.18) 1.12 (0.853‑1.49) 1.37 (1.01‑1.87) 1.77 (1.25‑2.52) 2.13 (1.46‑3.15) 60-min 0.239 (0.199‑0.289) 0.366 (0.305‑0.444) 0.561 (0.466‑0.682) 0.742 (0.611‑0.909) 1.03 (0.819‑1.30) 1.28 (1.00‑1.66) 1.58 (1.20‑2.10) 1.93 (1.43‑2.64) 2.49 (1.76‑3.55) 3.01 (2.05‑4.44) 2-hr 0.332 (0.277‑0.402) 0.488 (0.407‑0.592) 0.726 (0.603‑0.882) 0.945 (0.779‑1.16) 1.29 (1.03‑1.64) 1.60 (1.24‑2.07) 1.95 (1.48‑2.58) 2.35 (1.74‑3.21) 2.98 (2.11‑4.26) 3.55 (2.43‑5.25) 3-hr 0.398 (0.332‑0.481) 0.578 (0.481‑0.700) 0.849 (0.705‑1.03) 1.10 (0.906‑1.35) 1.49 (1.19‑1.89) 1.84 (1.43‑2.38) 2.23 (1.70‑2.96) 2.69 (1.99‑3.67) 3.39 (2.40‑4.84) 4.02 (2.75‑5.95) 6-hr 0.522 (0.436‑0.632) 0.753 (0.628‑0.912) 1.10 (0.913‑1.33) 1.42 (1.17‑1.73) 1.91 (1.52‑2.42) 2.33 (1.82‑3.02) 2.82 (2.15‑3.75) 3.38 (2.50‑4.62) 4.24 (3.00‑6.05) 5.00 (3.42‑7.38) 12-hr 0.632 (0.528‑0.765) 0.933 (0.778‑1.13) 1.38 (1.15‑1.67) 1.78 (1.47‑2.18) 2.39 (1.90‑3.03) 2.92 (2.27‑3.78) 3.51 (2.67‑4.66) 4.18 (3.09‑5.71) 5.19 (3.68‑7.41) 6.08 (4.15‑8.98) 24-hr 0.780 (0.691‑0.900) 1.19 (1.05‑1.37) 1.78 (1.57‑2.06) 2.30 (2.02‑2.69) 3.10 (2.62‑3.73) 3.77 (3.13‑4.63) 4.51 (3.66‑5.68) 5.35 (4.22‑6.91) 6.60 (5.01‑8.88) 7.67 (5.63‑10.7) 2-day 0.898 (0.795‑1.04) 1.39 (1.23‑1.60) 2.09 (1.84‑2.42) 2.72 (2.38‑3.17) 3.65 (3.10‑4.40) 4.44 (3.69‑5.46) 5.31 (4.31‑6.68) 6.28 (4.96‑8.12) 7.73 (5.86‑10.4) 8.96 (6.57‑12.5) 3-day 0.961 (0.851‑1.11) 1.49 (1.32‑1.72) 2.26 (1.99‑2.62) 2.94 (2.57‑3.43) 3.96 (3.35‑4.76) 4.81 (4.00‑5.91) 5.75 (4.67‑7.24) 6.81 (5.37‑8.79) 8.37 (6.35‑11.3) 9.71 (7.13‑13.5) 4-day 1.02 (0.900‑1.17) 1.58 (1.40‑1.82) 2.40 (2.11‑2.77) 3.12 (2.73‑3.64) 4.20 (3.56‑5.05) 5.11 (4.24‑6.27) 6.11 (4.95‑7.68) 7.22 (5.70‑9.33) 8.88 (6.74‑11.9) 10.3 (7.55‑14.3) 7-day 1.08 (0.953‑1.24) 1.67 (1.48‑1.93) 2.54 (2.24‑2.94) 3.30 (2.89‑3.85) 4.44 (3.77‑5.35) 5.40 (4.48‑6.64) 6.45 (5.23‑8.11) 7.61 (6.01‑9.84) 9.34 (7.08‑12.6) 10.8 (7.92‑15.0) 10-day 1.10 (0.978‑1.27) 1.72 (1.52‑1.99) 2.62 (2.31‑3.03) 3.41 (2.98‑3.98) 4.59 (3.89‑5.53) 5.57 (4.63‑6.85) 6.65 (5.39‑8.37) 7.84 (6.19‑10.1) 9.61 (7.29‑12.9) 11.1 (8.14‑15.4) 20-day 1.18 (1.04‑1.35) 1.86 (1.65‑2.15) 2.86 (2.52‑3.31) 3.75 (3.28‑4.37) 5.06 (4.29‑6.10) 6.16 (5.12‑7.57) 7.35 (5.96‑9.25) 8.67 (6.84‑11.2) 10.6 (8.02‑14.2) 12.2 (8.93‑16.9) 30-day 1.24 (1.09‑1.43) 2.00 (1.76‑2.30) 3.11 (2.74‑3.60) 4.09 (3.58‑4.78) 5.57 (4.72‑6.71) 6.79 (5.64‑8.35) 8.11 (6.58‑10.2) 9.55 (7.54‑12.3) 11.6 (8.82‑15.6) 13.3 (9.78‑18.5) 45-day 1.33 (1.18‑1.54) 2.19 (1.94‑2.53) 3.45 (3.04‑3.99) 4.57 (4.00‑5.33) 6.25 (5.29‑7.53) 7.65 (6.35‑9.40) 9.15 (7.42‑11.5) 10.8 (8.50‑13.9) 13.1 (9.94‑17.6) 15.0 (11.0‑20.8) 60-day 1.41 (1.24‑1.62) 2.35 (2.08‑2.71) 3.74 (3.30‑4.33) 4.98 (4.36‑5.82) 6.84 (5.79‑8.23) 8.38 (6.96‑10.3) 10.1 (8.15‑12.6) 11.8 (9.34‑15.3) 14.4 (10.9‑19.3) 16.4 (12.1‑22.9) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.7014&lo... 1 of 4 9/19/2016 3:03 PM PF graphical Back to Top Maps & aerials Small scale terrain + – Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.7014&lo... 2 of 4 9/19/2016 3:03 PM Large scale terrain Large scale map Large scale aerial Back to Top 3km 2mi + – 100km 60mi + – 100km 60mi Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.7014&lo... 3 of 4 9/19/2016 3:03 PM ____________________________________________________________________________ **************************************************************************** F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2014 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 21.0) Release Date: 06/01/2014 License ID 1419 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * WASHINGTON STREET DRAINAGE IMPROVEMENTS * * COMMERCIAL LAND USE - EFFECTIVE RAINFALL DATA * * 250 YEAR - 1 HOUR BY TMULI JN:9828 * ************************************************************************** FILE NAME: 250YRCOM.DAT TIME/DATE OF STUDY: 14:36 09/20/2016 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< ============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 1.000 HOURS VALLEY S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.097 LOW SOIL-LOSS RATE PERCENT(DECIMAL) = 0.900 USER-ENTERED RAINFALL = 2.08 INCHES RCFC&WCD 1-Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY-DURATION CURVE = 0.58) RCFC&WCD DEPTH-AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 8.333 ============================================================================ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH - 1 - NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 0.694 0.840 2 2.132 1.739 3 3.977 2.231 4 6.389 2.917 5 9.462 3.716 6 13.009 4.290 7 17.694 5.666 8 23.059 6.488 9 28.637 6.746 10 34.884 7.556 11 41.000 7.396 12 47.116 7.396 13 52.493 6.504 14 56.733 5.128 15 60.279 4.288 16 63.130 3.448 17 65.854 3.294 18 68.135 2.759 19 70.105 2.383 20 71.797 2.045 21 73.516 2.080 22 74.944 1.727 23 76.209 1.530 24 77.405 1.446 25 78.555 1.392 26 79.661 1.337 27 80.583 1.115 28 81.521 1.134 29 82.397 1.060 30 83.132 0.889 31 83.971 1.015 32 84.688 0.867 33 85.363 0.816 34 86.009 0.781 35 86.607 0.724 36 87.203 0.720 37 87.731 0.640 38 88.206 0.574 39 88.696 0.593 40 89.186 0.593 41 89.677 0.593 42 90.131 0.549 43 90.520 0.471 44 90.907 0.469 45 91.295 0.469 46 91.682 0.469 47 92.051 0.446 48 92.364 0.378 49 92.673 0.373 50 92.981 0.373 51 93.290 0.374 52 93.599 0.373 53 93.906 0.372 54 94.171 0.321 55 94.417 0.297 56 94.662 0.296 - 2 - 57 94.907 0.296 58 95.152 0.296 59 95.397 0.296 60 95.642 0.296 61 95.887 0.296 62 96.087 0.242 63 96.249 0.196 64 96.411 0.196 65 96.572 0.195 66 96.735 0.196 67 96.896 0.196 68 97.058 0.196 69 97.220 0.196 70 97.382 0.196 71 97.543 0.195 72 97.705 0.196 73 97.867 0.196 74 98.005 0.167 75 98.070 0.078 76 98.130 0.073 77 98.190 0.073 78 98.250 0.073 79 98.310 0.072 80 98.370 0.073 81 98.429 0.072 82 98.489 0.073 83 98.549 0.072 84 98.609 0.073 85 98.669 0.073 86 98.728 0.072 87 98.788 0.073 88 98.848 0.072 89 98.908 0.073 90 98.968 0.073 91 99.027 0.072 92 99.087 0.072 93 99.146 0.072 94 99.206 0.072 95 99.265 0.072 96 99.325 0.072 97 99.384 0.072 98 99.444 0.072 99 99.503 0.072 100 99.563 0.072 101 99.623 0.072 102 99.682 0.072 103 99.742 0.072 104 99.801 0.072 105 99.861 0.072 106 99.920 0.072 107 99.980 0.072 108 100.000 0.025 - 3 - **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL-LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) ---------------------------------------------------------------------------- 1 0.0755 0.0081 0.0674 2 0.0806 0.0081 0.0725 3 0.0867 0.0081 0.0787 4 0.0977 0.0081 0.0896 5 0.1042 0.0081 0.0961 6 0.1217 0.0081 0.1136 7 0.1480 0.0081 0.1400 8 0.1656 0.0081 0.1575 9 0.2720 0.0081 0.2639 10 0.7080 0.0081 0.6999 11 0.1349 0.0081 0.1268 12 0.0851 0.0081 0.0770 TOTAL STORM RAINFALL(INCHES) = 2.08 TOTAL SOIL-LOSS(INCHES) = 0.10 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.98 ---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 0.0808 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1.6516 ---------------------------------------------------------------------------- - 4 - ============================================================================ 1 - H O U R S T O R M R U N O F F H Y D R O G R A P H ============================================================================ HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 ---------------------------------------------------------------------------- 0.083 0.0004 0.06 Q . . . . 0.167 0.0016 0.18 Q . . . . 0.250 0.0040 0.34 Q . . . . 0.333 0.0079 0.57 VQ . . . . 0.417 0.0139 0.87 VQ . . . . 0.500 0.0225 1.25 V Q . . . . 0.583 0.0348 1.78 V Q . . . . 0.667 0.0515 2.43 .V Q . . . . 0.750 0.0739 3.25 .V Q . . . . 0.833 0.1059 4.66 . V Q. . . . 0.917 0.1478 6.08 . V . Q . . . 1.000 0.1981 7.30 . V . Q . . . 1.083 0.2568 8.53 . V . Q . . . 1.167 0.3232 9.63 . V . Q. . . 1.250 0.3959 10.56 . V. .Q . . 1.333 0.4766 11.71 . .V . Q . . 1.417 0.5615 12.33 . . V . Q . . 1.500 0.6475 12.49 . . V . Q . . 1.583 0.7342 12.59 . . V . Q . . 1.667 0.8168 11.99 . . V. Q . . 1.750 0.8943 11.25 . . .VQ . . 1.833 0.9621 9.85 . . Q. V . . 1.917 1.0189 8.24 . . Q . V . . 2.000 1.0668 6.97 . . Q . V . . 2.083 1.1074 5.90 . .Q . V . . 2.167 1.1440 5.31 . Q . V . . 2.250 1.1757 4.61 . Q. . V . . 2.333 1.2038 4.08 . Q . . V. . 2.417 1.2289 3.64 . Q . . V. . 2.500 1.2524 3.41 . Q . . V . 2.583 1.2733 3.03 . Q . . V . 2.667 1.2924 2.77 . Q . . .V . 2.750 1.3101 2.58 . Q . . .V . 2.833 1.3269 2.44 . Q . . . V . 2.917 1.3427 2.29 . Q . . . V . 3.000 1.3571 2.08 . Q . . . V . 3.083 1.3708 2.00 . Q . . . V . 3.167 1.3836 1.86 . Q . . . V . 3.250 1.3955 1.72 . Q . . . V . 3.333 1.4072 1.71 . Q . . . V . 3.417 1.4180 1.57 . Q . . . V . 3.500 1.4283 1.49 . Q . . . V . 3.583 1.4379 1.40 . Q . . . V . 3.667 1.4471 1.33 . Q . . . V . 3.750 1.4559 1.27 . Q . . . V . 3.833 1.4640 1.19 . Q . . . V . 3.917 1.4718 1.12 . Q . . . V . - 5 - 4.000 1.4793 1.10 . Q . . . V . 4.083 1.4867 1.07 . Q . . . V . 4.167 1.4939 1.04 . Q . . . V . 4.250 1.5006 0.98 .Q . . . V . 4.333 1.5069 0.91 .Q . . . V . 4.417 1.5130 0.88 .Q . . . V . 4.500 1.5189 0.86 .Q . . . V . 4.583 1.5247 0.84 .Q . . . V . 4.667 1.5302 0.80 .Q . . . V . 4.750 1.5352 0.74 .Q . . . V . 4.833 1.5402 0.72 .Q . . . V . 4.917 1.5450 0.70 .Q . . . V . 5.000 1.5498 0.69 .Q . . . V . 5.083 1.5545 0.68 .Q . . . V . 5.167 1.5590 0.66 .Q . . . V . 5.250 1.5632 0.61 .Q . . . V . 5.333 1.5672 0.58 .Q . . . V . 5.417 1.5711 0.56 .Q . . . V . 5.500 1.5749 0.55 .Q . . . V . 5.583 1.5786 0.54 .Q . . . V . 5.667 1.5822 0.53 .Q . . . V . 5.750 1.5858 0.51 .Q . . . V . 5.833 1.5892 0.49 Q . . . V . 5.917 1.5922 0.44 Q . . . V . 6.000 1.5950 0.40 Q . . . V . 6.083 1.5977 0.39 Q . . . V . 6.167 1.6003 0.39 Q . . . V . 6.250 1.6029 0.38 Q . . . V . 6.333 1.6055 0.37 Q . . . V . 6.417 1.6079 0.36 Q . . . V . 6.500 1.6103 0.35 Q . . . V . 6.583 1.6126 0.34 Q . . . V. 6.667 1.6149 0.32 Q . . . V. 6.750 1.6169 0.30 Q . . . V. 6.833 1.6189 0.28 Q . . . V. 6.917 1.6205 0.24 Q . . . V. 7.000 1.6217 0.17 Q . . . V. 7.083 1.6227 0.15 Q . . . V. 7.167 1.6237 0.14 Q . . . V. 7.250 1.6247 0.14 Q . . . V. 7.333 1.6257 0.14 Q . . . V. 7.417 1.6267 0.14 Q . . . V. 7.500 1.6277 0.14 Q . . . V. 7.583 1.6286 0.14 Q . . . V. 7.667 1.6296 0.14 Q . . . V. 7.750 1.6306 0.14 Q . . . V. 7.833 1.6316 0.14 Q . . . V. 7.917 1.6326 0.14 Q . . . V. 8.000 1.6336 0.14 Q . . . V. 8.083 1.6346 0.14 Q . . . V. 8.167 1.6356 0.14 Q . . . V. 8.250 1.6365 0.14 Q . . . V. 8.333 1.6375 0.14 Q . . . V. 8.417 1.6385 0.14 Q . . . V. 8.500 1.6395 0.14 Q . . . V. 8.583 1.6405 0.14 Q . . . V. 8.667 1.6415 0.14 Q . . . V. 8.750 1.6424 0.14 Q . . . V. - 6 - 8.833 1.6434 0.14 Q . . . V. 8.917 1.6444 0.14 Q . . . V. 9.000 1.6454 0.14 Q . . . V. 9.083 1.6463 0.13 Q . . . V. 9.167 1.6472 0.13 Q . . . V. 9.250 1.6480 0.12 Q . . . V. 9.333 1.6488 0.12 Q . . . V. 9.417 1.6496 0.11 Q . . . V. 9.500 1.6503 0.10 Q . . . V. 9.583 1.6509 0.09 Q . . . V. 9.667 1.6514 0.07 Q . . . V. 9.750 1.6516 0.03 Q . . . V. 9.833 1.6516 0.01 Q . . . V. -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 590.0 10% 195.0 20% 125.0 30% 95.0 40% 80.0 50% 65.0 60% 55.0 70% 45.0 80% 35.0 90% 25.0 ============================================================================ END OF FLOODSCx ROUTING ANALYSIS - 7 - ____________________________________________________________________________ **************************************************************************** F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2014 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 21.0) Release Date: 06/01/2014 License ID 1419 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * WASHINGTON STREET DRAINAGE IMPROVEMENTS * * HIGH DENSITY RESIDENTAIL - EFFECTIVE RAINFALL DATA * * 250 YEAR - 1 HOUR BY TMULI JN:9828 * ************************************************************************** FILE NAME: 250YRHDR.DAT TIME/DATE OF STUDY: 14:59 09/20/2016 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< ============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 1.000 HOURS VALLEY S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.143 LOW SOIL-LOSS RATE PERCENT(DECIMAL) = 0.900 USER-ENTERED RAINFALL = 2.08 INCHES RCFC&WCD 1-Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY-DURATION CURVE = 0.58) RCFC&WCD DEPTH-AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 8.333 ============================================================================ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH - 1 - NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 0.694 0.840 2 2.132 1.739 3 3.977 2.231 4 6.389 2.917 5 9.462 3.716 6 13.009 4.290 7 17.694 5.666 8 23.059 6.488 9 28.637 6.746 10 34.884 7.556 11 41.000 7.396 12 47.116 7.396 13 52.493 6.504 14 56.733 5.128 15 60.279 4.288 16 63.130 3.448 17 65.854 3.294 18 68.135 2.759 19 70.105 2.383 20 71.797 2.045 21 73.516 2.080 22 74.944 1.727 23 76.209 1.530 24 77.405 1.446 25 78.555 1.392 26 79.661 1.337 27 80.583 1.115 28 81.521 1.134 29 82.397 1.060 30 83.132 0.889 31 83.971 1.015 32 84.688 0.867 33 85.363 0.816 34 86.009 0.781 35 86.607 0.724 36 87.203 0.720 37 87.731 0.640 38 88.206 0.574 39 88.696 0.593 40 89.186 0.593 41 89.677 0.593 42 90.131 0.549 43 90.520 0.471 44 90.907 0.469 45 91.295 0.469 46 91.682 0.469 47 92.051 0.446 48 92.364 0.378 49 92.673 0.373 50 92.981 0.373 51 93.290 0.374 52 93.599 0.373 53 93.906 0.372 54 94.171 0.321 55 94.417 0.297 56 94.662 0.296 - 2 - 57 94.907 0.296 58 95.152 0.296 59 95.397 0.296 60 95.642 0.296 61 95.887 0.296 62 96.087 0.242 63 96.249 0.196 64 96.411 0.196 65 96.572 0.195 66 96.735 0.196 67 96.896 0.196 68 97.058 0.196 69 97.220 0.196 70 97.382 0.196 71 97.543 0.195 72 97.705 0.196 73 97.867 0.196 74 98.005 0.167 75 98.070 0.078 76 98.130 0.073 77 98.190 0.073 78 98.250 0.073 79 98.310 0.072 80 98.370 0.073 81 98.429 0.072 82 98.489 0.073 83 98.549 0.072 84 98.609 0.073 85 98.669 0.073 86 98.728 0.072 87 98.788 0.073 88 98.848 0.072 89 98.908 0.073 90 98.968 0.073 91 99.027 0.072 92 99.087 0.072 93 99.146 0.072 94 99.206 0.072 95 99.265 0.072 96 99.325 0.072 97 99.384 0.072 98 99.444 0.072 99 99.503 0.072 100 99.563 0.072 101 99.623 0.072 102 99.682 0.072 103 99.742 0.072 104 99.801 0.072 105 99.861 0.072 106 99.920 0.072 107 99.980 0.072 108 100.000 0.025 - 3 - **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL-LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) ---------------------------------------------------------------------------- 1 0.0755 0.0119 0.0635 2 0.0806 0.0119 0.0687 3 0.0867 0.0119 0.0748 4 0.0977 0.0119 0.0857 5 0.1042 0.0119 0.0923 6 0.1217 0.0119 0.1098 7 0.1480 0.0119 0.1361 8 0.1656 0.0119 0.1537 9 0.2720 0.0119 0.2601 10 0.7080 0.0119 0.6961 11 0.1349 0.0119 0.1230 12 0.0851 0.0119 0.0732 TOTAL STORM RAINFALL(INCHES) = 2.08 TOTAL SOIL-LOSS(INCHES) = 0.14 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.94 ---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 0.1192 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1.6133 ---------------------------------------------------------------------------- - 4 - ============================================================================ 1 - H O U R S T O R M R U N O F F H Y D R O G R A P H ============================================================================ HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 ---------------------------------------------------------------------------- 0.083 0.0004 0.05 Q . . . . 0.167 0.0015 0.17 Q . . . . 0.250 0.0038 0.32 Q . . . . 0.333 0.0075 0.54 VQ . . . . 0.417 0.0132 0.83 VQ . . . . 0.500 0.0214 1.19 V Q . . . . 0.583 0.0331 1.69 V Q . . . . 0.667 0.0490 2.32 .V Q . . . . 0.750 0.0705 3.12 .V Q . . . . 0.833 0.1015 4.50 . V Q . . . . 0.917 0.1421 5.89 . V .Q . . . 1.000 0.1908 7.08 . V . Q . . . 1.083 0.2479 8.29 . V . Q . . . 1.167 0.3125 9.38 . V . Q . . . 1.250 0.3834 10.30 . V. Q . . 1.333 0.4623 11.45 . .V . Q . . 1.417 0.5454 12.07 . . V . Q . . 1.500 0.6296 12.23 . . V . Q . . 1.583 0.7147 12.35 . . V . Q . . 1.667 0.7957 11.76 . . V. Q . . 1.750 0.8718 11.04 . . .VQ . . 1.833 0.9383 9.67 . . Q. V . . 1.917 0.9939 8.07 . . Q . V . . 2.000 1.0409 6.82 . . Q . V . . 2.083 1.0807 5.77 . .Q . V . . 2.167 1.1165 5.20 . Q . V . . 2.250 1.1476 4.52 . Q. . V . . 2.333 1.1752 4.00 . Q . . V. . 2.417 1.1997 3.56 . Q . . V. . 2.500 1.2227 3.34 . Q . . V . 2.583 1.2431 2.97 . Q . . V . 2.667 1.2618 2.71 . Q . . .V . 2.750 1.2792 2.53 . Q . . .V . 2.833 1.2957 2.39 . Q . . . V . 2.917 1.3111 2.24 . Q . . . V . 3.000 1.3251 2.04 . Q . . . V . 3.083 1.3386 1.96 . Q . . . V . 3.167 1.3512 1.82 . Q . . . V . 3.250 1.3627 1.68 . Q . . . V . 3.333 1.3742 1.67 . Q . . . V . 3.417 1.3848 1.53 . Q . . . V . 3.500 1.3948 1.46 . Q . . . V . 3.583 1.4043 1.37 . Q . . . V . 3.667 1.4132 1.30 . Q . . . V . 3.750 1.4218 1.25 . Q . . . V . 3.833 1.4298 1.16 . Q . . . V . 3.917 1.4374 1.10 . Q . . . V . - 5 - 4.000 1.4448 1.07 . Q . . . V . 4.083 1.4520 1.05 . Q . . . V . 4.167 1.4590 1.02 . Q . . . V . 4.250 1.4656 0.96 .Q . . . V . 4.333 1.4717 0.89 .Q . . . V . 4.417 1.4777 0.86 .Q . . . V . 4.500 1.4835 0.84 .Q . . . V . 4.583 1.4891 0.82 .Q . . . V . 4.667 1.4945 0.78 .Q . . . V . 4.750 1.4995 0.72 .Q . . . V . 4.833 1.5043 0.70 .Q . . . V . 4.917 1.5090 0.69 .Q . . . V . 5.000 1.5137 0.68 .Q . . . V . 5.083 1.5183 0.67 .Q . . . V . 5.167 1.5227 0.64 .Q . . . V . 5.250 1.5268 0.60 .Q . . . V . 5.333 1.5307 0.57 .Q . . . V . 5.417 1.5345 0.55 .Q . . . V . 5.500 1.5382 0.54 .Q . . . V . 5.583 1.5419 0.53 .Q . . . V . 5.667 1.5454 0.52 .Q . . . V . 5.750 1.5489 0.50 .Q . . . V . 5.833 1.5522 0.48 Q . . . V . 5.917 1.5552 0.43 Q . . . V . 6.000 1.5579 0.39 Q . . . V . 6.083 1.5605 0.38 Q . . . V . 6.167 1.5631 0.38 Q . . . V . 6.250 1.5656 0.37 Q . . . V . 6.333 1.5681 0.36 Q . . . V . 6.417 1.5706 0.35 Q . . . V . 6.500 1.5729 0.34 Q . . . V . 6.583 1.5752 0.33 Q . . . V. 6.667 1.5773 0.31 Q . . . V. 6.750 1.5794 0.30 Q . . . V. 6.833 1.5813 0.28 Q . . . V. 6.917 1.5829 0.23 Q . . . V. 7.000 1.5840 0.16 Q . . . V. 7.083 1.5850 0.15 Q . . . V. 7.167 1.5860 0.14 Q . . . V. 7.250 1.5870 0.14 Q . . . V. 7.333 1.5879 0.14 Q . . . V. 7.417 1.5889 0.14 Q . . . V. 7.500 1.5899 0.14 Q . . . V. 7.583 1.5908 0.14 Q . . . V. 7.667 1.5918 0.14 Q . . . V. 7.750 1.5928 0.14 Q . . . V. 7.833 1.5937 0.14 Q . . . V. 7.917 1.5947 0.14 Q . . . V. 8.000 1.5957 0.14 Q . . . V. 8.083 1.5966 0.14 Q . . . V. 8.167 1.5976 0.14 Q . . . V. 8.250 1.5985 0.14 Q . . . V. 8.333 1.5995 0.14 Q . . . V. 8.417 1.6005 0.14 Q . . . V. 8.500 1.6014 0.14 Q . . . V. 8.583 1.6024 0.14 Q . . . V. 8.667 1.6033 0.14 Q . . . V. 8.750 1.6043 0.14 Q . . . V. - 6 - 8.833 1.6053 0.14 Q . . . V. 8.917 1.6062 0.14 Q . . . V. 9.000 1.6072 0.14 Q . . . V. 9.083 1.6081 0.13 Q . . . V. 9.167 1.6089 0.13 Q . . . V. 9.250 1.6098 0.12 Q . . . V. 9.333 1.6106 0.11 Q . . . V. 9.417 1.6113 0.11 Q . . . V. 9.500 1.6120 0.10 Q . . . V. 9.583 1.6126 0.09 Q . . . V. 9.667 1.6130 0.07 Q . . . V. 9.750 1.6133 0.03 Q . . . V. 9.833 1.6133 0.01 Q . . . V. -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 590.0 10% 195.0 20% 125.0 30% 95.0 40% 80.0 50% 65.0 60% 55.0 70% 45.0 80% 35.0 90% 25.0 ============================================================================ END OF FLOODSCx ROUTING ANALYSIS - 7 - ____________________________________________________________________________ **************************************************************************** F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2014 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 21.0) Release Date: 06/01/2014 License ID 1419 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * WASHINGTON STREET DRAINAGE IMPROVEMENTS * * LOW DENSITY RESIDENTIAL - EFFECTIVE RAINFALL DATA * * 250 YEAR - 1 HOUR BY TMULI JN:9828 * ************************************************************************** FILE NAME: 250YRLDR.DAT TIME/DATE OF STUDY: 14:39 09/20/2016 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< ============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 1.000 HOURS VALLEY S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.281 LOW SOIL-LOSS RATE PERCENT(DECIMAL) = 0.900 USER-ENTERED RAINFALL = 2.08 INCHES RCFC&WCD 1-Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY-DURATION CURVE = 0.58) RCFC&WCD DEPTH-AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 8.333 ============================================================================ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH - 1 - NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 0.694 0.840 2 2.132 1.739 3 3.977 2.231 4 6.389 2.917 5 9.462 3.716 6 13.009 4.290 7 17.694 5.666 8 23.059 6.488 9 28.637 6.746 10 34.884 7.556 11 41.000 7.396 12 47.116 7.396 13 52.493 6.504 14 56.733 5.128 15 60.279 4.288 16 63.130 3.448 17 65.854 3.294 18 68.135 2.759 19 70.105 2.383 20 71.797 2.045 21 73.516 2.080 22 74.944 1.727 23 76.209 1.530 24 77.405 1.446 25 78.555 1.392 26 79.661 1.337 27 80.583 1.115 28 81.521 1.134 29 82.397 1.060 30 83.132 0.889 31 83.971 1.015 32 84.688 0.867 33 85.363 0.816 34 86.009 0.781 35 86.607 0.724 36 87.203 0.720 37 87.731 0.640 38 88.206 0.574 39 88.696 0.593 40 89.186 0.593 41 89.677 0.593 42 90.131 0.549 43 90.520 0.471 44 90.907 0.469 45 91.295 0.469 46 91.682 0.469 47 92.051 0.446 48 92.364 0.378 49 92.673 0.373 50 92.981 0.373 51 93.290 0.374 52 93.599 0.373 53 93.906 0.372 54 94.171 0.321 55 94.417 0.297 56 94.662 0.296 - 2 - 57 94.907 0.296 58 95.152 0.296 59 95.397 0.296 60 95.642 0.296 61 95.887 0.296 62 96.087 0.242 63 96.249 0.196 64 96.411 0.196 65 96.572 0.195 66 96.735 0.196 67 96.896 0.196 68 97.058 0.196 69 97.220 0.196 70 97.382 0.196 71 97.543 0.195 72 97.705 0.196 73 97.867 0.196 74 98.005 0.167 75 98.070 0.078 76 98.130 0.073 77 98.190 0.073 78 98.250 0.073 79 98.310 0.072 80 98.370 0.073 81 98.429 0.072 82 98.489 0.073 83 98.549 0.072 84 98.609 0.073 85 98.669 0.073 86 98.728 0.072 87 98.788 0.073 88 98.848 0.072 89 98.908 0.073 90 98.968 0.073 91 99.027 0.072 92 99.087 0.072 93 99.146 0.072 94 99.206 0.072 95 99.265 0.072 96 99.325 0.072 97 99.384 0.072 98 99.444 0.072 99 99.503 0.072 100 99.563 0.072 101 99.623 0.072 102 99.682 0.072 103 99.742 0.072 104 99.801 0.072 105 99.861 0.072 106 99.920 0.072 107 99.980 0.072 108 100.000 0.025 - 3 - **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL-LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) ---------------------------------------------------------------------------- 1 0.0755 0.0234 0.0520 2 0.0806 0.0234 0.0572 3 0.0867 0.0234 0.0633 4 0.0977 0.0234 0.0742 5 0.1042 0.0234 0.0808 6 0.1217 0.0234 0.0983 7 0.1480 0.0234 0.1246 8 0.1656 0.0234 0.1422 9 0.2720 0.0234 0.2486 10 0.7080 0.0234 0.6846 11 0.1349 0.0234 0.1115 12 0.0851 0.0234 0.0617 TOTAL STORM RAINFALL(INCHES) = 2.08 TOTAL SOIL-LOSS(INCHES) = 0.28 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.80 ---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 0.2342 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1.4984 ---------------------------------------------------------------------------- - 4 - ============================================================================ 1 - H O U R S T O R M R U N O F F H Y D R O G R A P H ============================================================================ HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 ---------------------------------------------------------------------------- 0.083 0.0003 0.04 Q . . . . 0.167 0.0013 0.14 Q . . . . 0.250 0.0031 0.27 Q . . . . 0.333 0.0062 0.45 Q . . . . 0.417 0.0110 0.70 VQ . . . . 0.500 0.0180 1.01 V Q . . . . 0.583 0.0279 1.45 V Q . . . . 0.667 0.0417 2.00 .V Q . . . . 0.750 0.0605 2.72 .V Q . . . . 0.833 0.0881 4.01 . V Q . . . . 0.917 0.1247 5.32 . V Q . . . 1.000 0.1690 6.43 . V . Q . . . 1.083 0.2211 7.57 . V . Q . . . 1.167 0.2805 8.62 . V . Q . . . 1.250 0.3460 9.52 . V. Q. . . 1.333 0.4194 10.66 . .V .Q . . 1.417 0.4971 11.28 . . V . Q . . 1.500 0.5761 11.46 . . V . Q . . 1.583 0.6561 11.62 . . V . Q . . 1.667 0.7325 11.09 . . V. Q . . 1.750 0.8042 10.42 . . QV . . 1.833 0.8670 9.11 . . Q . V . . 1.917 0.9192 7.58 . . Q . V . . 2.000 0.9633 6.40 . . Q . V . . 2.083 1.0006 5.41 . Q . V . . 2.167 1.0342 4.88 . Q. . V . . 2.250 1.0634 4.23 . Q . . V . . 2.333 1.0891 3.74 . Q . . V. . 2.417 1.1121 3.33 . Q . . V. . 2.500 1.1336 3.13 . Q . . V . 2.583 1.1528 2.78 . Q . . V . 2.667 1.1702 2.53 . Q . . .V . 2.750 1.1865 2.36 . Q . . .V . 2.833 1.2018 2.23 . Q . . . V . 2.917 1.2163 2.10 . Q . . . V . 3.000 1.2294 1.90 . Q . . . V . 3.083 1.2420 1.83 . Q . . . V . 3.167 1.2537 1.70 . Q . . . V . 3.250 1.2645 1.57 . Q . . . V . 3.333 1.2753 1.57 . Q . . . V . 3.417 1.2851 1.43 . Q . . . V . 3.500 1.2945 1.36 . Q . . . V . 3.583 1.3033 1.28 . Q . . . V . 3.667 1.3117 1.21 . Q . . . V . 3.750 1.3197 1.16 . Q . . . V . 3.833 1.3271 1.08 . Q . . . V . 3.917 1.3342 1.02 . Q . . . V . - 5 - 4.000 1.3411 1.00 . Q . . . V . 4.083 1.3478 0.98 .Q . . . V . 4.167 1.3544 0.95 .Q . . . V . 4.250 1.3605 0.90 .Q . . . V . 4.333 1.3663 0.83 .Q . . . V . 4.417 1.3718 0.81 .Q . . . V . 4.500 1.3772 0.79 .Q . . . V . 4.583 1.3825 0.77 .Q . . . V . 4.667 1.3875 0.73 .Q . . . V . 4.750 1.3921 0.67 .Q . . . V . 4.833 1.3966 0.65 .Q . . . V . 4.917 1.4010 0.64 .Q . . . V . 5.000 1.4054 0.63 .Q . . . V . 5.083 1.4097 0.62 .Q . . . V . 5.167 1.4138 0.60 .Q . . . V . 5.250 1.4176 0.55 .Q . . . V . 5.333 1.4212 0.53 .Q . . . V . 5.417 1.4248 0.51 .Q . . . V . 5.500 1.4283 0.50 .Q . . . V . 5.583 1.4317 0.49 Q . . . V . 5.667 1.4350 0.48 Q . . . V . 5.750 1.4382 0.47 Q . . . V . 5.833 1.4413 0.45 Q . . . V . 5.917 1.4441 0.40 Q . . . V . 6.000 1.4466 0.36 Q . . . V . 6.083 1.4490 0.36 Q . . . V . 6.167 1.4515 0.35 Q . . . V . 6.250 1.4538 0.34 Q . . . V . 6.333 1.4561 0.34 Q . . . V . 6.417 1.4584 0.33 Q . . . V . 6.500 1.4606 0.32 Q . . . V . 6.583 1.4627 0.31 Q . . . V. 6.667 1.4648 0.30 Q . . . V. 6.750 1.4667 0.28 Q . . . V. 6.833 1.4685 0.26 Q . . . V. 6.917 1.4700 0.22 Q . . . V. 7.000 1.4711 0.15 Q . . . V. 7.083 1.4720 0.14 Q . . . V. 7.167 1.4729 0.13 Q . . . V. 7.250 1.4738 0.13 Q . . . V. 7.333 1.4747 0.13 Q . . . V. 7.417 1.4756 0.13 Q . . . V. 7.500 1.4765 0.13 Q . . . V. 7.583 1.4774 0.13 Q . . . V. 7.667 1.4783 0.13 Q . . . V. 7.750 1.4792 0.13 Q . . . V. 7.833 1.4801 0.13 Q . . . V. 7.917 1.4810 0.13 Q . . . V. 8.000 1.4819 0.13 Q . . . V. 8.083 1.4828 0.13 Q . . . V. 8.167 1.4837 0.13 Q . . . V. 8.250 1.4846 0.13 Q . . . V. 8.333 1.4854 0.13 Q . . . V. 8.417 1.4863 0.13 Q . . . V. 8.500 1.4872 0.13 Q . . . V. 8.583 1.4881 0.13 Q . . . V. 8.667 1.4890 0.13 Q . . . V. 8.750 1.4899 0.13 Q . . . V. - 6 - 8.833 1.4908 0.13 Q . . . V. 8.917 1.4917 0.13 Q . . . V. 9.000 1.4926 0.13 Q . . . V. 9.083 1.4934 0.12 Q . . . V. 9.167 1.4942 0.12 Q . . . V. 9.250 1.4950 0.11 Q . . . V. 9.333 1.4958 0.11 Q . . . V. 9.417 1.4965 0.10 Q . . . V. 9.500 1.4971 0.09 Q . . . V. 9.583 1.4977 0.08 Q . . . V. 9.667 1.4981 0.07 Q . . . V. 9.750 1.4983 0.03 Q . . . V. 9.833 1.4984 0.01 Q . . . V. -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 590.0 10% 195.0 20% 125.0 30% 95.0 40% 80.0 50% 65.0 60% 55.0 70% 45.0 80% 35.0 90% 25.0 ============================================================================ END OF FLOODSCx ROUTING ANALYSIS - 7 - ____________________________________________________________________________ **************************************************************************** F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2014 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 21.0) Release Date: 06/01/2014 License ID 1419 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * WASHINGTON STREET DRAINAGE IMPROVEMENTS * * MEDIUM DENSITY RESIDENTIAL - EFFECTIVE RAINFALL DATA * * 250 YEAR - 1 HOUR BY TMULI JN:9828 * ************************************************************************** FILE NAME: 250YRMDR.DAT TIME/DATE OF STUDY: 14:35 09/20/2016 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< ============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 1.000 HOURS VALLEY S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.281 LOW SOIL-LOSS RATE PERCENT(DECIMAL) = 0.900 USER-ENTERED RAINFALL = 2.08 INCHES RCFC&WCD 1-Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY-DURATION CURVE = 0.58) RCFC&WCD DEPTH-AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 8.333 ============================================================================ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH - 1 - NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 0.694 0.840 2 2.132 1.739 3 3.977 2.231 4 6.389 2.917 5 9.462 3.716 6 13.009 4.290 7 17.694 5.666 8 23.059 6.488 9 28.637 6.746 10 34.884 7.556 11 41.000 7.396 12 47.116 7.396 13 52.493 6.504 14 56.733 5.128 15 60.279 4.288 16 63.130 3.448 17 65.854 3.294 18 68.135 2.759 19 70.105 2.383 20 71.797 2.045 21 73.516 2.080 22 74.944 1.727 23 76.209 1.530 24 77.405 1.446 25 78.555 1.392 26 79.661 1.337 27 80.583 1.115 28 81.521 1.134 29 82.397 1.060 30 83.132 0.889 31 83.971 1.015 32 84.688 0.867 33 85.363 0.816 34 86.009 0.781 35 86.607 0.724 36 87.203 0.720 37 87.731 0.640 38 88.206 0.574 39 88.696 0.593 40 89.186 0.593 41 89.677 0.593 42 90.131 0.549 43 90.520 0.471 44 90.907 0.469 45 91.295 0.469 46 91.682 0.469 47 92.051 0.446 48 92.364 0.378 49 92.673 0.373 50 92.981 0.373 51 93.290 0.374 52 93.599 0.373 53 93.906 0.372 54 94.171 0.321 55 94.417 0.297 56 94.662 0.296 - 2 - 57 94.907 0.296 58 95.152 0.296 59 95.397 0.296 60 95.642 0.296 61 95.887 0.296 62 96.087 0.242 63 96.249 0.196 64 96.411 0.196 65 96.572 0.195 66 96.735 0.196 67 96.896 0.196 68 97.058 0.196 69 97.220 0.196 70 97.382 0.196 71 97.543 0.195 72 97.705 0.196 73 97.867 0.196 74 98.005 0.167 75 98.070 0.078 76 98.130 0.073 77 98.190 0.073 78 98.250 0.073 79 98.310 0.072 80 98.370 0.073 81 98.429 0.072 82 98.489 0.073 83 98.549 0.072 84 98.609 0.073 85 98.669 0.073 86 98.728 0.072 87 98.788 0.073 88 98.848 0.072 89 98.908 0.073 90 98.968 0.073 91 99.027 0.072 92 99.087 0.072 93 99.146 0.072 94 99.206 0.072 95 99.265 0.072 96 99.325 0.072 97 99.384 0.072 98 99.444 0.072 99 99.503 0.072 100 99.563 0.072 101 99.623 0.072 102 99.682 0.072 103 99.742 0.072 104 99.801 0.072 105 99.861 0.072 106 99.920 0.072 107 99.980 0.072 108 100.000 0.025 - 3 - **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL-LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) ---------------------------------------------------------------------------- 1 0.0755 0.0234 0.0520 2 0.0806 0.0234 0.0572 3 0.0867 0.0234 0.0633 4 0.0977 0.0234 0.0742 5 0.1042 0.0234 0.0808 6 0.1217 0.0234 0.0983 7 0.1480 0.0234 0.1246 8 0.1656 0.0234 0.1422 9 0.2720 0.0234 0.2486 10 0.7080 0.0234 0.6846 11 0.1349 0.0234 0.1115 12 0.0851 0.0234 0.0617 TOTAL STORM RAINFALL(INCHES) = 2.08 TOTAL SOIL-LOSS(INCHES) = 0.28 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.80 ---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 0.2342 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1.4984 ---------------------------------------------------------------------------- - 4 - ============================================================================ 1 - H O U R S T O R M R U N O F F H Y D R O G R A P H ============================================================================ HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 ---------------------------------------------------------------------------- 0.083 0.0003 0.04 Q . . . . 0.167 0.0013 0.14 Q . . . . 0.250 0.0031 0.27 Q . . . . 0.333 0.0062 0.45 Q . . . . 0.417 0.0110 0.70 VQ . . . . 0.500 0.0180 1.01 V Q . . . . 0.583 0.0279 1.45 V Q . . . . 0.667 0.0417 2.00 .V Q . . . . 0.750 0.0605 2.72 .V Q . . . . 0.833 0.0881 4.01 . V Q . . . . 0.917 0.1247 5.32 . V Q . . . 1.000 0.1690 6.43 . V . Q . . . 1.083 0.2211 7.57 . V . Q . . . 1.167 0.2805 8.62 . V . Q . . . 1.250 0.3460 9.52 . V. Q. . . 1.333 0.4194 10.66 . .V .Q . . 1.417 0.4971 11.28 . . V . Q . . 1.500 0.5761 11.46 . . V . Q . . 1.583 0.6561 11.62 . . V . Q . . 1.667 0.7325 11.09 . . V. Q . . 1.750 0.8042 10.42 . . QV . . 1.833 0.8670 9.11 . . Q . V . . 1.917 0.9192 7.58 . . Q . V . . 2.000 0.9633 6.40 . . Q . V . . 2.083 1.0006 5.41 . Q . V . . 2.167 1.0342 4.88 . Q. . V . . 2.250 1.0634 4.23 . Q . . V . . 2.333 1.0891 3.74 . Q . . V. . 2.417 1.1121 3.33 . Q . . V. . 2.500 1.1336 3.13 . Q . . V . 2.583 1.1528 2.78 . Q . . V . 2.667 1.1702 2.53 . Q . . .V . 2.750 1.1865 2.36 . Q . . .V . 2.833 1.2018 2.23 . Q . . . V . 2.917 1.2163 2.10 . Q . . . V . 3.000 1.2294 1.90 . Q . . . V . 3.083 1.2420 1.83 . Q . . . V . 3.167 1.2537 1.70 . Q . . . V . 3.250 1.2645 1.57 . Q . . . V . 3.333 1.2753 1.57 . Q . . . V . 3.417 1.2851 1.43 . Q . . . V . 3.500 1.2945 1.36 . Q . . . V . 3.583 1.3033 1.28 . Q . . . V . 3.667 1.3117 1.21 . Q . . . V . 3.750 1.3197 1.16 . Q . . . V . 3.833 1.3271 1.08 . Q . . . V . 3.917 1.3342 1.02 . Q . . . V . - 5 - 4.000 1.3411 1.00 . Q . . . V . 4.083 1.3478 0.98 .Q . . . V . 4.167 1.3544 0.95 .Q . . . V . 4.250 1.3605 0.90 .Q . . . V . 4.333 1.3663 0.83 .Q . . . V . 4.417 1.3718 0.81 .Q . . . V . 4.500 1.3772 0.79 .Q . . . V . 4.583 1.3825 0.77 .Q . . . V . 4.667 1.3875 0.73 .Q . . . V . 4.750 1.3921 0.67 .Q . . . V . 4.833 1.3966 0.65 .Q . . . V . 4.917 1.4010 0.64 .Q . . . V . 5.000 1.4054 0.63 .Q . . . V . 5.083 1.4097 0.62 .Q . . . V . 5.167 1.4138 0.60 .Q . . . V . 5.250 1.4176 0.55 .Q . . . V . 5.333 1.4212 0.53 .Q . . . V . 5.417 1.4248 0.51 .Q . . . V . 5.500 1.4283 0.50 .Q . . . V . 5.583 1.4317 0.49 Q . . . V . 5.667 1.4350 0.48 Q . . . V . 5.750 1.4382 0.47 Q . . . V . 5.833 1.4413 0.45 Q . . . V . 5.917 1.4441 0.40 Q . . . V . 6.000 1.4466 0.36 Q . . . V . 6.083 1.4490 0.36 Q . . . V . 6.167 1.4515 0.35 Q . . . V . 6.250 1.4538 0.34 Q . . . V . 6.333 1.4561 0.34 Q . . . V . 6.417 1.4584 0.33 Q . . . V . 6.500 1.4606 0.32 Q . . . V . 6.583 1.4627 0.31 Q . . . V. 6.667 1.4648 0.30 Q . . . V. 6.750 1.4667 0.28 Q . . . V. 6.833 1.4685 0.26 Q . . . V. 6.917 1.4700 0.22 Q . . . V. 7.000 1.4711 0.15 Q . . . V. 7.083 1.4720 0.14 Q . . . V. 7.167 1.4729 0.13 Q . . . V. 7.250 1.4738 0.13 Q . . . V. 7.333 1.4747 0.13 Q . . . V. 7.417 1.4756 0.13 Q . . . V. 7.500 1.4765 0.13 Q . . . V. 7.583 1.4774 0.13 Q . . . V. 7.667 1.4783 0.13 Q . . . V. 7.750 1.4792 0.13 Q . . . V. 7.833 1.4801 0.13 Q . . . V. 7.917 1.4810 0.13 Q . . . V. 8.000 1.4819 0.13 Q . . . V. 8.083 1.4828 0.13 Q . . . V. 8.167 1.4837 0.13 Q . . . V. 8.250 1.4846 0.13 Q . . . V. 8.333 1.4854 0.13 Q . . . V. 8.417 1.4863 0.13 Q . . . V. 8.500 1.4872 0.13 Q . . . V. 8.583 1.4881 0.13 Q . . . V. 8.667 1.4890 0.13 Q . . . V. 8.750 1.4899 0.13 Q . . . V. - 6 - 8.833 1.4908 0.13 Q . . . V. 8.917 1.4917 0.13 Q . . . V. 9.000 1.4926 0.13 Q . . . V. 9.083 1.4934 0.12 Q . . . V. 9.167 1.4942 0.12 Q . . . V. 9.250 1.4950 0.11 Q . . . V. 9.333 1.4958 0.11 Q . . . V. 9.417 1.4965 0.10 Q . . . V. 9.500 1.4971 0.09 Q . . . V. 9.583 1.4977 0.08 Q . . . V. 9.667 1.4981 0.07 Q . . . V. 9.750 1.4983 0.03 Q . . . V. 9.833 1.4984 0.01 Q . . . V. -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 590.0 10% 195.0 20% 125.0 30% 95.0 40% 80.0 50% 65.0 60% 55.0 70% 45.0 80% 35.0 90% 25.0 ============================================================================ END OF FLOODSCx ROUTING ANALYSIS - 7 - ____________________________________________________________________________ **************************************************************************** F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2014 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 21.0) Release Date: 06/01/2014 License ID 1419 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * WASHINGTON STREET DRAINAGE IMPROVEMENTS * * OPEN SPACE - EFFECTIVE RAINFALL DATA * * 250 YEAR - 1 HOUR BY TMULI JN:9828 * ************************************************************************** FILE NAME: 250YROS.DAT TIME/DATE OF STUDY: 14:33 09/20/2016 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< ============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 1.000 HOURS VALLEY S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.400 LOW SOIL-LOSS RATE PERCENT(DECIMAL) = 0.900 USER-ENTERED RAINFALL = 2.08 INCHES RCFC&WCD 1-Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY-DURATION CURVE = 0.58) RCFC&WCD DEPTH-AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 8.333 ============================================================================ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH - 1 - NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 0.694 0.840 2 2.132 1.739 3 3.977 2.231 4 6.389 2.917 5 9.462 3.716 6 13.009 4.290 7 17.694 5.666 8 23.059 6.488 9 28.637 6.746 10 34.884 7.556 11 41.000 7.396 12 47.116 7.396 13 52.493 6.504 14 56.733 5.128 15 60.279 4.288 16 63.130 3.448 17 65.854 3.294 18 68.135 2.759 19 70.105 2.383 20 71.797 2.045 21 73.516 2.080 22 74.944 1.727 23 76.209 1.530 24 77.405 1.446 25 78.555 1.392 26 79.661 1.337 27 80.583 1.115 28 81.521 1.134 29 82.397 1.060 30 83.132 0.889 31 83.971 1.015 32 84.688 0.867 33 85.363 0.816 34 86.009 0.781 35 86.607 0.724 36 87.203 0.720 37 87.731 0.640 38 88.206 0.574 39 88.696 0.593 40 89.186 0.593 41 89.677 0.593 42 90.131 0.549 43 90.520 0.471 44 90.907 0.469 45 91.295 0.469 46 91.682 0.469 47 92.051 0.446 48 92.364 0.378 49 92.673 0.373 50 92.981 0.373 51 93.290 0.374 52 93.599 0.373 53 93.906 0.372 54 94.171 0.321 55 94.417 0.297 56 94.662 0.296 - 2 - 57 94.907 0.296 58 95.152 0.296 59 95.397 0.296 60 95.642 0.296 61 95.887 0.296 62 96.087 0.242 63 96.249 0.196 64 96.411 0.196 65 96.572 0.195 66 96.735 0.196 67 96.896 0.196 68 97.058 0.196 69 97.220 0.196 70 97.382 0.196 71 97.543 0.195 72 97.705 0.196 73 97.867 0.196 74 98.005 0.167 75 98.070 0.078 76 98.130 0.073 77 98.190 0.073 78 98.250 0.073 79 98.310 0.072 80 98.370 0.073 81 98.429 0.072 82 98.489 0.073 83 98.549 0.072 84 98.609 0.073 85 98.669 0.073 86 98.728 0.072 87 98.788 0.073 88 98.848 0.072 89 98.908 0.073 90 98.968 0.073 91 99.027 0.072 92 99.087 0.072 93 99.146 0.072 94 99.206 0.072 95 99.265 0.072 96 99.325 0.072 97 99.384 0.072 98 99.444 0.072 99 99.503 0.072 100 99.563 0.072 101 99.623 0.072 102 99.682 0.072 103 99.742 0.072 104 99.801 0.072 105 99.861 0.072 106 99.920 0.072 107 99.980 0.072 108 100.000 0.025 - 3 - **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL-LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) ---------------------------------------------------------------------------- 1 0.0755 0.0333 0.0421 2 0.0806 0.0333 0.0472 3 0.0867 0.0333 0.0534 4 0.0977 0.0333 0.0643 5 0.1042 0.0333 0.0709 6 0.1217 0.0333 0.0884 7 0.1480 0.0333 0.1147 8 0.1656 0.0333 0.1323 9 0.2720 0.0333 0.2387 10 0.7080 0.0333 0.6747 11 0.1349 0.0333 0.1016 12 0.0851 0.0333 0.0518 TOTAL STORM RAINFALL(INCHES) = 2.08 TOTAL SOIL-LOSS(INCHES) = 0.40 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.68 ---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 0.3333 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1.3993 ---------------------------------------------------------------------------- - 4 - ============================================================================ 1 - H O U R S T O R M R U N O F F H Y D R O G R A P H ============================================================================ HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 ---------------------------------------------------------------------------- 0.083 0.0002 0.04 Q . . . . 0.167 0.0010 0.11 Q . . . . 0.250 0.0025 0.22 Q . . . . 0.333 0.0051 0.38 Q . . . . 0.417 0.0092 0.58 VQ . . . . 0.500 0.0150 0.85 VQ . . . . 0.583 0.0235 1.24 V Q . . . . 0.667 0.0354 1.72 .V Q . . . . 0.750 0.0518 2.38 .V Q . . . . 0.833 0.0765 3.59 . V Q . . . . 0.917 0.1098 4.83 . V Q. . . . 1.000 0.1502 5.86 . V .Q . . . 1.083 0.1980 6.94 . V . Q . . . 1.167 0.2528 7.96 . V . Q . . . 1.250 0.3137 8.85 . V . Q . . . 1.333 0.3825 9.98 . V Q. . . 1.417 0.4555 10.61 . . V .Q . . 1.500 0.5299 10.80 . . V .Q . . 1.583 0.6056 10.99 . . V .Q . . 1.667 0.6779 10.50 . . V.Q . . 1.750 0.7460 9.88 . . Q.V . . 1.833 0.8054 8.63 . . Q . V . . 1.917 0.8548 7.16 . . Q . V . . 2.000 0.8964 6.04 . . Q . V . . 2.083 0.9315 5.10 . Q . V . . 2.167 0.9632 4.61 . Q. . V . . 2.250 0.9907 3.99 . Q . . V . . 2.333 1.0149 3.52 . Q . . V. . 2.417 1.0365 3.14 . Q . . V. . 2.500 1.0568 2.95 . Q . . V . 2.583 1.0748 2.61 . Q . . V . 2.667 1.0912 2.38 . Q . . .V . 2.750 1.1065 2.22 . Q . . .V . 2.833 1.1209 2.10 . Q . . . V . 2.917 1.1345 1.97 . Q . . . V . 3.000 1.1468 1.78 . Q . . . V . 3.083 1.1586 1.72 . Q . . . V . 3.167 1.1697 1.60 . Q . . . V . 3.250 1.1798 1.47 . Q . . . V . 3.333 1.1899 1.47 . Q . . . V . 3.417 1.1992 1.35 . Q . . . V . 3.500 1.2080 1.27 . Q . . . V . 3.583 1.2163 1.20 . Q . . . V . 3.667 1.2241 1.14 . Q . . . V . 3.750 1.2316 1.09 . Q . . . V . 3.833 1.2386 1.01 . Q . . . V . 3.917 1.2452 0.96 .Q . . . V . - 5 - 4.000 1.2517 0.94 .Q . . . V . 4.083 1.2580 0.92 .Q . . . V . 4.167 1.2642 0.89 .Q . . . V . 4.250 1.2700 0.84 .Q . . . V . 4.333 1.2753 0.78 .Q . . . V . 4.417 1.2805 0.75 .Q . . . V . 4.500 1.2856 0.74 .Q . . . V . 4.583 1.2905 0.72 .Q . . . V . 4.667 1.2952 0.68 .Q . . . V . 4.750 1.2995 0.63 .Q . . . V . 4.833 1.3038 0.61 .Q . . . V . 4.917 1.3079 0.60 .Q . . . V . 5.000 1.3120 0.59 .Q . . . V . 5.083 1.3160 0.58 .Q . . . V . 5.167 1.3199 0.56 .Q . . . V . 5.250 1.3235 0.52 .Q . . . V . 5.333 1.3269 0.49 Q . . . V . 5.417 1.3302 0.48 Q . . . V . 5.500 1.3334 0.47 Q . . . V . 5.583 1.3366 0.47 Q . . . V . 5.667 1.3398 0.45 Q . . . V . 5.750 1.3428 0.44 Q . . . V . 5.833 1.3457 0.42 Q . . . V . 5.917 1.3483 0.38 Q . . . V . 6.000 1.3506 0.34 Q . . . V . 6.083 1.3529 0.33 Q . . . V . 6.167 1.3552 0.33 Q . . . V . 6.250 1.3574 0.32 Q . . . V . 6.333 1.3596 0.32 Q . . . V . 6.417 1.3617 0.31 Q . . . V . 6.500 1.3638 0.30 Q . . . V . 6.583 1.3658 0.29 Q . . . V. 6.667 1.3677 0.28 Q . . . V. 6.750 1.3696 0.27 Q . . . V. 6.833 1.3713 0.25 Q . . . V. 6.917 1.3727 0.21 Q . . . V. 7.000 1.3737 0.14 Q . . . V. 7.083 1.3745 0.13 Q . . . V. 7.167 1.3754 0.12 Q . . . V. 7.250 1.3762 0.12 Q . . . V. 7.333 1.3771 0.12 Q . . . V. 7.417 1.3779 0.12 Q . . . V. 7.500 1.3787 0.12 Q . . . V. 7.583 1.3796 0.12 Q . . . V. 7.667 1.3804 0.12 Q . . . V. 7.750 1.3812 0.12 Q . . . V. 7.833 1.3821 0.12 Q . . . V. 7.917 1.3829 0.12 Q . . . V. 8.000 1.3837 0.12 Q . . . V. 8.083 1.3846 0.12 Q . . . V. 8.167 1.3854 0.12 Q . . . V. 8.250 1.3863 0.12 Q . . . V. 8.333 1.3871 0.12 Q . . . V. 8.417 1.3879 0.12 Q . . . V. 8.500 1.3888 0.12 Q . . . V. 8.583 1.3896 0.12 Q . . . V. 8.667 1.3904 0.12 Q . . . V. 8.750 1.3913 0.12 Q . . . V. - 6 - 8.833 1.3921 0.12 Q . . . V. 8.917 1.3929 0.12 Q . . . V. 9.000 1.3937 0.12 Q . . . V. 9.083 1.3945 0.12 Q . . . V. 9.167 1.3953 0.11 Q . . . V. 9.250 1.3960 0.11 Q . . . V. 9.333 1.3968 0.10 Q . . . V. 9.417 1.3974 0.10 Q . . . V. 9.500 1.3980 0.09 Q . . . V. 9.583 1.3986 0.08 Q . . . V. 9.667 1.3990 0.07 Q . . . V. 9.750 1.3992 0.03 Q . . . V. 9.833 1.3993 0.01 Q . . . V. -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 590.0 10% 190.0 20% 125.0 30% 95.0 40% 80.0 50% 65.0 60% 55.0 70% 45.0 80% 35.0 90% 25.0 ============================================================================ END OF FLOODSCx ROUTING ANALYSIS - 7 - ____________________________________________________________________________ **************************************************************************** F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2014 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 21.0) Release Date: 06/01/2014 License ID 1419 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * WASHINGTON STREET DRAINAGE IMPROVEMENTS * * ROCK - EFFECTIVE RAINFALL DATA * * 250 YEAR - 1 HOUR BY TMULI JN:9828 * ************************************************************************** FILE NAME: 250ROCK.DAT TIME/DATE OF STUDY: 14:40 09/20/2016 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< ============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 1.000 HOURS VALLEY S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.100 LOW SOIL-LOSS RATE PERCENT(DECIMAL) = 0.900 USER-ENTERED RAINFALL = 2.08 INCHES RCFC&WCD 1-Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY-DURATION CURVE = 0.58) RCFC&WCD DEPTH-AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 8.333 ============================================================================ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH - 1 - NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 0.694 0.840 2 2.132 1.739 3 3.977 2.231 4 6.389 2.917 5 9.462 3.716 6 13.009 4.290 7 17.694 5.666 8 23.059 6.488 9 28.637 6.746 10 34.884 7.556 11 41.000 7.396 12 47.116 7.396 13 52.493 6.504 14 56.733 5.128 15 60.279 4.288 16 63.130 3.448 17 65.854 3.294 18 68.135 2.759 19 70.105 2.383 20 71.797 2.045 21 73.516 2.080 22 74.944 1.727 23 76.209 1.530 24 77.405 1.446 25 78.555 1.392 26 79.661 1.337 27 80.583 1.115 28 81.521 1.134 29 82.397 1.060 30 83.132 0.889 31 83.971 1.015 32 84.688 0.867 33 85.363 0.816 34 86.009 0.781 35 86.607 0.724 36 87.203 0.720 37 87.731 0.640 38 88.206 0.574 39 88.696 0.593 40 89.186 0.593 41 89.677 0.593 42 90.131 0.549 43 90.520 0.471 44 90.907 0.469 45 91.295 0.469 46 91.682 0.469 47 92.051 0.446 48 92.364 0.378 49 92.673 0.373 50 92.981 0.373 51 93.290 0.374 52 93.599 0.373 53 93.906 0.372 54 94.171 0.321 55 94.417 0.297 56 94.662 0.296 - 2 - 57 94.907 0.296 58 95.152 0.296 59 95.397 0.296 60 95.642 0.296 61 95.887 0.296 62 96.087 0.242 63 96.249 0.196 64 96.411 0.196 65 96.572 0.195 66 96.735 0.196 67 96.896 0.196 68 97.058 0.196 69 97.220 0.196 70 97.382 0.196 71 97.543 0.195 72 97.705 0.196 73 97.867 0.196 74 98.005 0.167 75 98.070 0.078 76 98.130 0.073 77 98.190 0.073 78 98.250 0.073 79 98.310 0.072 80 98.370 0.073 81 98.429 0.072 82 98.489 0.073 83 98.549 0.072 84 98.609 0.073 85 98.669 0.073 86 98.728 0.072 87 98.788 0.073 88 98.848 0.072 89 98.908 0.073 90 98.968 0.073 91 99.027 0.072 92 99.087 0.072 93 99.146 0.072 94 99.206 0.072 95 99.265 0.072 96 99.325 0.072 97 99.384 0.072 98 99.444 0.072 99 99.503 0.072 100 99.563 0.072 101 99.623 0.072 102 99.682 0.072 103 99.742 0.072 104 99.801 0.072 105 99.861 0.072 106 99.920 0.072 107 99.980 0.072 108 100.000 0.025 - 3 - **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL-LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) ---------------------------------------------------------------------------- 1 0.0755 0.0083 0.0671 2 0.0806 0.0083 0.0722 3 0.0867 0.0083 0.0784 4 0.0977 0.0083 0.0893 5 0.1042 0.0083 0.0959 6 0.1217 0.0083 0.1134 7 0.1480 0.0083 0.1397 8 0.1656 0.0083 0.1573 9 0.2720 0.0083 0.2637 10 0.7080 0.0083 0.6997 11 0.1349 0.0083 0.1266 12 0.0851 0.0083 0.0768 TOTAL STORM RAINFALL(INCHES) = 2.08 TOTAL SOIL-LOSS(INCHES) = 0.10 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.98 ---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 0.0833 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1.6491 ---------------------------------------------------------------------------- - 4 - ============================================================================ 1 - H O U R S T O R M R U N O F F H Y D R O G R A P H ============================================================================ HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 ---------------------------------------------------------------------------- 0.083 0.0004 0.06 Q . . . . 0.167 0.0016 0.18 Q . . . . 0.250 0.0040 0.34 Q . . . . 0.333 0.0079 0.57 VQ . . . . 0.417 0.0139 0.87 VQ . . . . 0.500 0.0225 1.25 V Q . . . . 0.583 0.0346 1.77 V Q . . . . 0.667 0.0513 2.42 .V Q . . . . 0.750 0.0737 3.24 .V Q . . . . 0.833 0.1057 4.65 . V Q. . . . 0.917 0.1475 6.07 . V . Q . . . 1.000 0.1976 7.29 . V . Q . . . 1.083 0.2563 8.51 . V . Q . . . 1.167 0.3225 9.61 . V . Q. . . 1.250 0.3951 10.55 . V. .Q . . 1.333 0.4756 11.69 . .V . Q . . 1.417 0.5604 12.31 . . V . Q . . 1.500 0.6463 12.47 . . V . Q . . 1.583 0.7329 12.58 . . V . Q . . 1.667 0.8154 11.98 . . V. Q . . 1.750 0.8928 11.24 . . .VQ . . 1.833 0.9606 9.84 . . Q. V . . 1.917 1.0172 8.23 . . Q . V . . 2.000 1.0651 6.96 . . Q . V . . 2.083 1.1057 5.89 . .Q . V . . 2.167 1.1422 5.30 . Q . V . . 2.250 1.1739 4.60 . Q. . V . . 2.333 1.2020 4.08 . Q . . V. . 2.417 1.2270 3.64 . Q . . V. . 2.500 1.2505 3.41 . Q . . V . 2.583 1.2713 3.03 . Q . . V . 2.667 1.2904 2.77 . Q . . .V . 2.750 1.3081 2.58 . Q . . .V . 2.833 1.3249 2.44 . Q . . . V . 2.917 1.3407 2.29 . Q . . . V . 3.000 1.3550 2.08 . Q . . . V . 3.083 1.3687 2.00 . Q . . . V . 3.167 1.3815 1.86 . Q . . . V . 3.250 1.3933 1.71 . Q . . . V . 3.333 1.4051 1.71 . Q . . . V . 3.417 1.4159 1.57 . Q . . . V . 3.500 1.4261 1.49 . Q . . . V . 3.583 1.4358 1.40 . Q . . . V . 3.667 1.4449 1.32 . Q . . . V . 3.750 1.4536 1.27 . Q . . . V . 3.833 1.4618 1.19 . Q . . . V . 3.917 1.4695 1.12 . Q . . . V . - 5 - 4.000 1.4771 1.10 . Q . . . V . 4.083 1.4844 1.07 . Q . . . V . 4.167 1.4916 1.04 . Q . . . V . 4.250 1.4983 0.98 .Q . . . V . 4.333 1.5046 0.91 .Q . . . V . 4.417 1.5107 0.88 .Q . . . V . 4.500 1.5166 0.86 .Q . . . V . 4.583 1.5223 0.84 .Q . . . V . 4.667 1.5278 0.80 .Q . . . V . 4.750 1.5329 0.74 .Q . . . V . 4.833 1.5378 0.72 .Q . . . V . 4.917 1.5427 0.70 .Q . . . V . 5.000 1.5474 0.69 .Q . . . V . 5.083 1.5521 0.68 .Q . . . V . 5.167 1.5567 0.66 .Q . . . V . 5.250 1.5609 0.61 .Q . . . V . 5.333 1.5648 0.58 .Q . . . V . 5.417 1.5687 0.56 .Q . . . V . 5.500 1.5725 0.55 .Q . . . V . 5.583 1.5762 0.54 .Q . . . V . 5.667 1.5798 0.53 .Q . . . V . 5.750 1.5834 0.51 .Q . . . V . 5.833 1.5867 0.49 Q . . . V . 5.917 1.5898 0.44 Q . . . V . 6.000 1.5925 0.40 Q . . . V . 6.083 1.5952 0.39 Q . . . V . 6.167 1.5979 0.39 Q . . . V . 6.250 1.6005 0.38 Q . . . V . 6.333 1.6030 0.37 Q . . . V . 6.417 1.6055 0.36 Q . . . V . 6.500 1.6079 0.35 Q . . . V . 6.583 1.6102 0.34 Q . . . V. 6.667 1.6124 0.32 Q . . . V. 6.750 1.6145 0.30 Q . . . V. 6.833 1.6164 0.28 Q . . . V. 6.917 1.6181 0.24 Q . . . V. 7.000 1.6192 0.17 Q . . . V. 7.083 1.6203 0.15 Q . . . V. 7.167 1.6212 0.14 Q . . . V. 7.250 1.6222 0.14 Q . . . V. 7.333 1.6232 0.14 Q . . . V. 7.417 1.6242 0.14 Q . . . V. 7.500 1.6252 0.14 Q . . . V. 7.583 1.6262 0.14 Q . . . V. 7.667 1.6272 0.14 Q . . . V. 7.750 1.6282 0.14 Q . . . V. 7.833 1.6291 0.14 Q . . . V. 7.917 1.6301 0.14 Q . . . V. 8.000 1.6311 0.14 Q . . . V. 8.083 1.6321 0.14 Q . . . V. 8.167 1.6331 0.14 Q . . . V. 8.250 1.6341 0.14 Q . . . V. 8.333 1.6350 0.14 Q . . . V. 8.417 1.6360 0.14 Q . . . V. 8.500 1.6370 0.14 Q . . . V. 8.583 1.6380 0.14 Q . . . V. 8.667 1.6390 0.14 Q . . . V. 8.750 1.6400 0.14 Q . . . V. - 6 - 8.833 1.6409 0.14 Q . . . V. 8.917 1.6419 0.14 Q . . . V. 9.000 1.6429 0.14 Q . . . V. 9.083 1.6438 0.13 Q . . . V. 9.167 1.6447 0.13 Q . . . V. 9.250 1.6455 0.12 Q . . . V. 9.333 1.6463 0.12 Q . . . V. 9.417 1.6471 0.11 Q . . . V. 9.500 1.6478 0.10 Q . . . V. 9.583 1.6484 0.09 Q . . . V. 9.667 1.6489 0.07 Q . . . V. 9.750 1.6491 0.03 Q . . . V. 9.833 1.6491 0.01 Q . . . V. -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 590.0 10% 195.0 20% 125.0 30% 95.0 40% 80.0 50% 65.0 60% 55.0 70% 45.0 80% 35.0 90% 25.0 ============================================================================ END OF FLOODSCx ROUTING ANALYSIS - 7 - ____________________________________________________________________________ **************************************************************************** F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2014 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 21.0) Release Date: 06/01/2014 License ID 1419 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * WASHINGTON STREET DRAINAGE IMPROVEMENTS * * SCHOOL - EFFECTIVE RAINFALL DATA * * 250 YEAR - 1 HOUR BY TMULI JN:9828 * ************************************************************************** FILE NAME: 250YRSCH.DAT TIME/DATE OF STUDY: 14:38 09/20/2016 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< ============================================================================ (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 1.000 HOURS VALLEY S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.326 LOW SOIL-LOSS RATE PERCENT(DECIMAL) = 0.900 USER-ENTERED RAINFALL = 2.08 INCHES RCFC&WCD 1-Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY-DURATION CURVE = 0.58) RCFC&WCD DEPTH-AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 8.333 ============================================================================ UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH - 1 - NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 0.694 0.840 2 2.132 1.739 3 3.977 2.231 4 6.389 2.917 5 9.462 3.716 6 13.009 4.290 7 17.694 5.666 8 23.059 6.488 9 28.637 6.746 10 34.884 7.556 11 41.000 7.396 12 47.116 7.396 13 52.493 6.504 14 56.733 5.128 15 60.279 4.288 16 63.130 3.448 17 65.854 3.294 18 68.135 2.759 19 70.105 2.383 20 71.797 2.045 21 73.516 2.080 22 74.944 1.727 23 76.209 1.530 24 77.405 1.446 25 78.555 1.392 26 79.661 1.337 27 80.583 1.115 28 81.521 1.134 29 82.397 1.060 30 83.132 0.889 31 83.971 1.015 32 84.688 0.867 33 85.363 0.816 34 86.009 0.781 35 86.607 0.724 36 87.203 0.720 37 87.731 0.640 38 88.206 0.574 39 88.696 0.593 40 89.186 0.593 41 89.677 0.593 42 90.131 0.549 43 90.520 0.471 44 90.907 0.469 45 91.295 0.469 46 91.682 0.469 47 92.051 0.446 48 92.364 0.378 49 92.673 0.373 50 92.981 0.373 51 93.290 0.374 52 93.599 0.373 53 93.906 0.372 54 94.171 0.321 55 94.417 0.297 56 94.662 0.296 - 2 - 57 94.907 0.296 58 95.152 0.296 59 95.397 0.296 60 95.642 0.296 61 95.887 0.296 62 96.087 0.242 63 96.249 0.196 64 96.411 0.196 65 96.572 0.195 66 96.735 0.196 67 96.896 0.196 68 97.058 0.196 69 97.220 0.196 70 97.382 0.196 71 97.543 0.195 72 97.705 0.196 73 97.867 0.196 74 98.005 0.167 75 98.070 0.078 76 98.130 0.073 77 98.190 0.073 78 98.250 0.073 79 98.310 0.072 80 98.370 0.073 81 98.429 0.072 82 98.489 0.073 83 98.549 0.072 84 98.609 0.073 85 98.669 0.073 86 98.728 0.072 87 98.788 0.073 88 98.848 0.072 89 98.908 0.073 90 98.968 0.073 91 99.027 0.072 92 99.087 0.072 93 99.146 0.072 94 99.206 0.072 95 99.265 0.072 96 99.325 0.072 97 99.384 0.072 98 99.444 0.072 99 99.503 0.072 100 99.563 0.072 101 99.623 0.072 102 99.682 0.072 103 99.742 0.072 104 99.801 0.072 105 99.861 0.072 106 99.920 0.072 107 99.980 0.072 108 100.000 0.025 - 3 - **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL-LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) ---------------------------------------------------------------------------- 1 0.0755 0.0272 0.0483 2 0.0806 0.0272 0.0534 3 0.0867 0.0272 0.0596 4 0.0977 0.0272 0.0705 5 0.1042 0.0272 0.0770 6 0.1217 0.0272 0.0945 7 0.1480 0.0272 0.1209 8 0.1656 0.0272 0.1384 9 0.2720 0.0272 0.2449 10 0.7080 0.0272 0.6808 11 0.1349 0.0272 0.1077 12 0.0851 0.0272 0.0579 TOTAL STORM RAINFALL(INCHES) = 2.08 TOTAL SOIL-LOSS(INCHES) = 0.33 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.75 ---------------------------------------------------------------------------- TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 0.2717 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1.4609 ---------------------------------------------------------------------------- - 4 - ============================================================================ 1 - H O U R S T O R M R U N O F F H Y D R O G R A P H ============================================================================ HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 5.0 10.0 15.0 20.0 ---------------------------------------------------------------------------- 0.083 0.0003 0.04 Q . . . . 0.167 0.0012 0.13 Q . . . . 0.250 0.0029 0.25 Q . . . . 0.333 0.0058 0.42 Q . . . . 0.417 0.0103 0.66 VQ . . . . 0.500 0.0169 0.95 VQ . . . . 0.583 0.0263 1.37 V Q . . . . 0.667 0.0393 1.90 .V Q . . . . 0.750 0.0572 2.59 .V Q . . . . 0.833 0.0837 3.85 . V Q . . . . 0.917 0.1191 5.14 . V Q . . . 1.000 0.1619 6.22 . V . Q . . . 1.083 0.2124 7.33 . V . Q . . . 1.167 0.2700 8.37 . V . Q . . . 1.250 0.3338 9.27 . V. Q . . . 1.333 0.4054 10.40 . .V Q . . 1.417 0.4814 11.03 . . V . Q . . 1.500 0.5586 11.21 . . V . Q . . 1.583 0.6370 11.38 . . V . Q . . 1.667 0.7119 10.86 . . V.Q . . 1.750 0.7822 10.22 . . QV . . 1.833 0.8437 8.93 . . Q . V . . 1.917 0.8948 7.42 . . Q . V . . 2.000 0.9380 6.27 . . Q . V . . 2.083 0.9744 5.29 . Q . V . . 2.167 1.0073 4.78 . Q. . V . . 2.250 1.0359 4.14 . Q . . V . . 2.333 1.0611 3.66 . Q . . V. . 2.417 1.0835 3.26 . Q . . V. . 2.500 1.1046 3.06 . Q . . V . 2.583 1.1233 2.71 . Q . . V . 2.667 1.1403 2.47 . Q . . .V . 2.750 1.1562 2.31 . Q . . .V . 2.833 1.1712 2.18 . Q . . . V . 2.917 1.1854 2.05 . Q . . . V . 3.000 1.1982 1.86 . Q . . . V . 3.083 1.2105 1.79 . Q . . . V . 3.167 1.2219 1.66 . Q . . . V . 3.250 1.2325 1.53 . Q . . . V . 3.333 1.2430 1.53 . Q . . . V . 3.417 1.2526 1.40 . Q . . . V . 3.500 1.2618 1.33 . Q . . . V . 3.583 1.2704 1.25 . Q . . . V . 3.667 1.2786 1.18 . Q . . . V . 3.750 1.2864 1.14 . Q . . . V . 3.833 1.2937 1.06 . Q . . . V . 3.917 1.3005 1.00 .Q . . . V . - 5 - 4.000 1.3073 0.98 .Q . . . V . 4.083 1.3139 0.96 .Q . . . V . 4.167 1.3203 0.93 .Q . . . V . 4.250 1.3263 0.87 .Q . . . V . 4.333 1.3319 0.81 .Q . . . V . 4.417 1.3373 0.79 .Q . . . V . 4.500 1.3426 0.77 .Q . . . V . 4.583 1.3477 0.75 .Q . . . V . 4.667 1.3526 0.71 .Q . . . V . 4.750 1.3571 0.66 .Q . . . V . 4.833 1.3615 0.64 .Q . . . V . 4.917 1.3658 0.63 .Q . . . V . 5.000 1.3701 0.62 .Q . . . V . 5.083 1.3742 0.61 .Q . . . V . 5.167 1.3783 0.59 .Q . . . V . 5.250 1.3820 0.54 .Q . . . V . 5.333 1.3856 0.51 .Q . . . V . 5.417 1.3890 0.50 .Q . . . V . 5.500 1.3924 0.49 Q . . . V . 5.583 1.3957 0.48 Q . . . V . 5.667 1.3990 0.47 Q . . . V . 5.750 1.4021 0.46 Q . . . V . 5.833 1.4052 0.44 Q . . . V . 5.917 1.4079 0.39 Q . . . V . 6.000 1.4103 0.35 Q . . . V . 6.083 1.4127 0.35 Q . . . V . 6.167 1.4150 0.34 Q . . . V . 6.250 1.4174 0.34 Q . . . V . 6.333 1.4196 0.33 Q . . . V . 6.417 1.4218 0.32 Q . . . V . 6.500 1.4240 0.31 Q . . . V . 6.583 1.4261 0.30 Q . . . V. 6.667 1.4281 0.29 Q . . . V. 6.750 1.4300 0.28 Q . . . V. 6.833 1.4317 0.26 Q . . . V. 6.917 1.4332 0.21 Q . . . V. 7.000 1.4342 0.15 Q . . . V. 7.083 1.4351 0.13 Q . . . V. 7.167 1.4360 0.13 Q . . . V. 7.250 1.4369 0.13 Q . . . V. 7.333 1.4378 0.13 Q . . . V. 7.417 1.4386 0.13 Q . . . V. 7.500 1.4395 0.13 Q . . . V. 7.583 1.4404 0.13 Q . . . V. 7.667 1.4413 0.13 Q . . . V. 7.750 1.4421 0.13 Q . . . V. 7.833 1.4430 0.13 Q . . . V. 7.917 1.4439 0.13 Q . . . V. 8.000 1.4448 0.13 Q . . . V. 8.083 1.4456 0.13 Q . . . V. 8.167 1.4465 0.13 Q . . . V. 8.250 1.4474 0.13 Q . . . V. 8.333 1.4482 0.13 Q . . . V. 8.417 1.4491 0.13 Q . . . V. 8.500 1.4500 0.13 Q . . . V. 8.583 1.4509 0.13 Q . . . V. 8.667 1.4517 0.13 Q . . . V. 8.750 1.4526 0.13 Q . . . V. - 6 - 8.833 1.4535 0.13 Q . . . V. 8.917 1.4543 0.13 Q . . . V. 9.000 1.4552 0.12 Q . . . V. 9.083 1.4560 0.12 Q . . . V. 9.167 1.4568 0.12 Q . . . V. 9.250 1.4576 0.11 Q . . . V. 9.333 1.4583 0.11 Q . . . V. 9.417 1.4590 0.10 Q . . . V. 9.500 1.4596 0.09 Q . . . V. 9.583 1.4602 0.08 Q . . . V. 9.667 1.4607 0.07 Q . . . V. 9.750 1.4609 0.03 Q . . . V. 9.833 1.4609 0.01 Q . . . V. -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 590.0 10% 190.0 20% 125.0 30% 95.0 40% 80.0 50% 65.0 60% 55.0 70% 45.0 80% 35.0 90% 25.0 ============================================================================ END OF FLOODSCx ROUTING ANALYSIS - 7 -